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128 Wheatfield Cir 06-3231 SFR
PERMIT ADDRESS CONTRACTOR ADDRESS 0 FA 7, A' (-ta' -, , - - - , I MR 1 #1 ffA F. PHONE NUMBER PROPERTY ADDRESS PHONE NUMBER 0-1- 415 - ELECTRICAL CONTRACTOR MECHANICAL CONTRACTO PLUMBING CONTRACTOR MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE MISCELLANEOUS CONTRACTOR PERMIT NUMBER FEE SUBDIVISION PERMIT DESCRIPTION AER ECX M S V PERMIT VALUATION 0 CJa SQUARE FOOTAGE PA CITY OF SANFORD P.O. BOX 1788 SANFORD FL 327721788 C E R T I F I C A T E O F O C C U P A N C Y P E R M A N E N T Issue Date . . . . . . Parcel Number . . . . . Property Address . . . Subdivision Name . . . Legal Description . . . Property Zoning . . . . Owner . . . . . . . . . 6/22/07 32.19.31.518-0000-0130 128 WHEATFIELD CIR SANFORD FL 32771 . O] Contractor . . . . . . MARONDA HOMES INC OF FLORIDA 407 475-9112 Application number 06-00003231 000 000 Description of Work NEW SINGLE FAMILY HOME - DETACHED Construction type . . . CONCRETE BLK WITH FRM EXT Occupancy type . . . . SINGLE FAMILY Flood Zone . . . . . . NONE Approved . . . . . . . 4y1y4qn� % d— Building Official VOID UNLESS SIGNED BY BUILDING OFFICIAL In accordance with this Certificate of Occupancy, all inspections for compliance with Florida Building Code 2004 for occupancy and use have been performed and approved. If the construction project was permitted and built under the owner/builder contractor exemption of Florida State statute 489.103; refer to state statute regarding limitations on renting, lease or sale of this property. BP21OU01 CITTY-OF SANFORD 6/21/07 Application Miscellaneous Information Maintenance 16:13:36 Application number . . . . 06 00003231 Parcel Number . . . . . . 32.19.31.518-0000-0130 Address . . . . . . . . . 128 WHEATFIELD Type information, press Enter. 2=Change 4=Delete 5=Display Opt Code Date Print Miscellaneous Information _ HISB 9/14/06 Y 1.ONE STORY, TWO BATH. HISB 9/14/06 Y 2.NOC ON FILE, EXPIRES ON 02/20/07 _ HISB 6/08/07 Y Final f/s on file _ HISB 6/18/07 Y co sign off HISB 6/18/07 Y P&Z: MR 06.19.07 HISB 6/18/07 Y PW: MW 06.21.07 HISB 6/18/07 Y Util: RB 06.21.07 Bottom F3=Exit F6=Add F12=Cancel SMITH DRAFTING & SURVEYING INC_._ P.O. Box 4518 DeLand, Florida 32721 Phone (386) 734-7047 Fax (386) 734-4248 e , 2007 To: City of Sanford, Florida, Building Department 300 North Park Avenue Sanford, Florida 32771 Re: Lot 13 ; Celery Lakes Phase 1 A; Plat Book 67, Pages 98 and 99; Public Records of Seminole County, Florida. P�R,yk7; I -4k o 6 -31P3) aka: 128y✓li,-��''e%W 0ir./e ; Sanford, Florida 32771 Dear Madam or Sir; This is to certify that the residence constructed at the above referenced property and address meets or exceeds the requirements of "Sec. 6-7. Finish Floor Elevations" of the City of Sanford Building Code. Respectfully; Stanley E. Smith; Florida Professional Surveyor and Mapper, Certificate No. 3736 U.S.ZE'PARIWENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008 Exoires February 28. 2009 Federal Emergency Management Agency National Flood Insurance Program Important: Read the instructions on pages 1-8. 'SECTION A - PROPERTY INFORMATION For Insurance Company Use: Al. Building Owners Name A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. I company NAIL, tvumoer /Z 8 W17.'=—,q Cit Stale ZIP Code �Go2/O/19 32771 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) 1—O % 1 A-; Ao9T BOrac 67, PAGES �299 �E�/�� ✓^STY F��/� A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.)/NGLG FAM/LY�S/I�GA/TA9L A5. Latitude/Longitude: Lat. Long. Horizontal Datum: ❑ NAD 1927 ® MAD 1983 A6. Attach at least 2 photographs of the building 4 the Certificate is being used to obtain flood insurance. A7. Building Diagram Number I_ A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide: a) Square footage of crawl space or enclosure(s) NA sq ft a) Square footage of attached garage _-j�W ± sq tt b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage enclosure(s) walls within 1.0 foot above adjacent grade NA walls within 1.0 foot above adjacent grade Q_ c) Total net area of flood openings in A8.b 4eeo sq in c) Total net area of flood openings in A9.b j�L_ sq in SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION I Bi. NFIP Community Name 8 Community Number . tiz. L;ounry name I C/TY off' 5An/FOlep /202.9-7- �SE,-9/NOL6 CoyNTY FG�'e�OA B4. Map/Panel Number 85. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood 89. Base Flood Elevation(s) (Zone Date Effective/Revised Dale Zones) AO, use base flood depth) /2//7C006S ram, AlAe. /7, /995 APa/G /7 /99-5 1310. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered In Item B9. ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑ Other (Describe) B11. Indicate elevation datum used for BFE In Item 139: ® NGVD 1929 ❑ NAVD 1988 ❑ Other (Describe) B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)7 ❑Yes Wo Designation Date _ — ❑ CBRS . ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ❑ Construction Drawings' ❑ Building Under Construction' ® Finished Construction •A new Elevation Certificate will be required when construction of the building Is complete. C2. Elevations —Zones Al-A30, AE, AH, A (with BFE), VE, V1-V30, V (with BFE), AR, AR/A; AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Items C2.a-g below according to the building diagram specified in Item AT Benchmark Utilized SSI Vertical Datum A/cVO1JZ9 Conversion/Comrents v14 a) Top of bottom floor (including basement, crawl space, or enclosure floor)_ b) Top of the next higher floor c) Bottom of the lowest horizontal structural member (V Zones only) d) Attached garage (top of slab) e) Lowest elevation of machinery or equipment servicing the building (Describe type of equipment in Comments) r!/y'C CawovsssG>R� I) Lowest adjacent (finished) grade (LAG) g) Highest adjacent (finished) grade (HAG) Check themeasurement used 13.55 ® feet ❑ feet ' ❑ feet _9. 50 19 feet /9.. 36 ® feet /9. / ® feet 1,,9 � Z ® feet ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) ❑ meters (Puerto Rico only) SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. . I understand that any false statement may be punishable by Tine or imprisonment under 18 U.S. Code, Section 1001. ❑ Check here if comments are provided on back of form. Certifiers Name License Number Sfon �e yL z—,- P.S. Ni. ". 373 e,- PLACE SEAL iif_RE FEMA Form 81-31, February 2006 See reverse side for continuation. Replaces all previous editions IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance company use: Building Street Address (including Apt.. Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number J %Z8 V✓HEA�T�/E11� • C%i2CGE' City State ZIP Code Company NAIL Number 2/� 4:1_o2iOf% 32771 '• SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments Signature Date ❑ Check here if attachments SECTION E = $UILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For 7ones AO and A (without BFE), complete Items E1-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B. and C. For Items E1-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E 1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawl space, or enclosure) Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawl space, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building Is ❑ feet ❑ meters ❑ above or' ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is . ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated In accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A. B, and E for Zone A (without a FEMA-issued or community -Issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E ere cormcl to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A. B, C (or E), and G of this Elevation Certificate. Complete the applicable Rem(s) and sign below. Check the measurement used in Items G8. and G9. G1. [J The Information In Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation Information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located In Zone A (without a FEMA-issued or community -issued BFE) or Zone AO. G3. ❑ The following Information (Items G4.-G9.) Is provVed for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been Issued for. ❑ New Constriction ❑Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: _❑ feet ❑ meters (PR) Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters (PR) Datum Local Officiars Name Tit1e Community Name Telephone Signature Date Comments i] Check here if attachments FEMA Form 81-31. February 2006 Replaces all previous editions yc�- 3a Permit #: - 3) Job Address: I Z I Description of Work: Historic District: CITY OF SANFORD PERMIT APPLICATION � ! Date: c5 C f �' • _1 _1 /i _n Lr Zoning: u Value of Work: Permit Type: Building Electrical / Mechanical Plumbing Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential / Commercial Industrial Total Square Footage: Construction Type: # of Stories: # of Dwelling Units: Flood Zone: (FEMA form required for other than X) Parcel #: Z� I - 3 S _ G (� - �,� (� U �(Attach Proof of Ownership & Legal Description) Phone & FaiVJy Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Address: State License Number: Contact Person: Phone: Phone: Fax: Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may a found in the public records of this county, and there may be additional permits required from other governmental entities such as water management distric , state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien L7,,FS 713. Signature of Owner/Agent Date Signature of Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _ Personally Known to Me or _ Produced ID APPLICATION APPROVED BY: Bldg: (Initial & Date) Special Conditions: Zoning: Name 5-7V7 Date 6h)0 Contmctor/Agent is Personally Known to Me or Produced ID (Initial & Date) Utilities: FD: (Initial & Date) (Initial & Date) .� COUNTY OF SEMINOLE IMPACT FEE STATEMENT ISSUED BY CITY OF SANFORD 1^ STATEMENT NUMBER 106-75124 DATE: =� -� BUILDING PERMIT NUMBE D'�' r A - � CI .Y) COUNTY NUMBER: UNIT ADDRESS: I lL' TRAFFIC ZONE: JURISDICTION: 06 CITY OF SANFORD SEC: TWP NG : PARCEL-* SUBDIVISION:����— „T, �CT: PLAT BOOK: PL BOOK PAGE:c'!eBLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NF ADDRESS: LAND USE CATEGORY: 001 - Single Family Detached House TYPE USE: Residential WORK DESCRIPTION: Single Family House: Detached - Construction FEE BENEFIT RATE FEE UNIT RATE PER * & TYPE TOTAL DUE TYPE DIST SCHEDULE DESC. UNIT OF UNITS ROADS -ARTERIALS CO -WIDE 0 dwl unit $ 705.00 1 $ 705.00 ROADS -COLLECTORS NORTH 0 dwl unit $ 000.00 1 $ 000.00 LIBRARY CO -WIDE 0 dwl unit S 54.00 1 $ 54.00 SCHOOLS CO -WIDE 0 dwl unit $1,384.00 1 $ 1,384.00 AMOUNT DUE $ 2,143t00 STATEMENT. .L. RECEIVED BY: j _ ►. 1. - _t % S `G13' nRE'c ; L.,I� v •- , (PLEASE PRINT NAME) + / f' DATE U UCo NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. **** DISTRIBUTION: 1-COUNTY 3-CITY 2-APPLICANT 4-COUNTY **NOTE** PERSONS ARE, ADVISED THAT THIS IS A STATEMENT OF FSES WHICH ARE DUE AND PAYABLE PRIOR TO ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATIONS OF THE ROAD, LIBRARY SYSTEM AND/OR EDUCATIONAL (SCHOOL) IMPACT FEES MUST BE EXERCISED BY. FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF THE RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD, FLORIDA 32771; (407) 665-7474. PAYMENT SHOULD BE MADE TO: CITY OF SANFORD BUILDING DEPARTMENT 300 NORTH PARK AVENUE SANFORD. FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE STATEMENT NUMBER AND CITY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THE NOTICE. ***THIS STATEMENT IS VALID ONLY IN CONJUNCTION WITH ISSUANCE OF A*** *******************SINGLE FAMILY BUILDING PERMIT***************•***** y CITY OF SANFORD PERMIT APPLICATION RECEIVED Permit # : ®�+ 1 Date: June 12, 2006 J U L 2 5 2006 Job Address: 128 WHEATFIELD CIRCLE LOT 13 CELERY LAKES PHASE IA Description of Work: Single Family Residence Historic District: Zoning: Value of Work: $73,766.00 Permit Type: Building _X_ Electrical Mechanical _ Plumbing _ Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: 2,066 Construction Type: VI # of Stories: 1 # of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Elmer Bergman Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a pen -nit and that all work will be perforated to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 7/24/06 ignat re of OO ner/Agent Date V Print OwrGtY/Agent's Name \ 7/24/06_ S re Notary- tare of Florida Date JEANiJI,'+E FULLERTOIv Gommt9 000460464 alto/2008 thru (eoo)432-4254: Fj j ida Notary Assn. Inc 7.................. .......:.a..f Owner/Agent is _X_ Personally Known to Me or 7/24/06 Signatu a o_ f Cqp . ctor/Agent Date Russell Keith Summers Print Contractor/Agent's Name 7/24/06_ of Florida Date fULLERTON �•��� Cornmri OD0460464 es allo/2009 (800)432-4254: •'•;?F °`. Flu,tj Notary A$. i .inc Contrantor/Agent i, X_ personally Known to Me or Produced ID ,,,�� ��..►► ( f- r j _ Produced ID APPLICATION APPROVED BY: Bldg: oning: C t1 1''a.0\" (Initial &,Date) (Initial & Date) Special Conditions: Utilities: e (Initial & Date)._ (Initial & Date) t t F' wo 0 CITY OF SANFORD PERMIT APPLICATION Permit # : Date: 1111 2 4 2nn6 17 Job Address: �8 w FrdT`/E4A elAw - LOT � 3 Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building _ Electrical X Mechanical _ Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # of AMPS 50 Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes, Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Harry Long, Jr 4005 Maronda Way Sanford, FL 32771 State License Number: EC0000726 Fax: (407) 667-0014 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford, FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of theAlirements of Florida Lien L713. JUL 2 4 2006 JUL 2 4 2006 Sign lure of ner/Agent Date Wtufof Contra o g t/ ) Date Russell Keith Summers HARRY LONG, JR EC0000726 Print Owne /Agent's Name Print Contmcto /Agent's Name 2 4 2006 1UL 2 4 2006 atu o to of Florida Date nature o otary-State Florida Date �••••• •JEAf. :E FULLERTOIv •••� �..... ......� . . ............................... . G..n rdf OD0460 JEANNINE FULLERTON 3a1( 'I�fi' a4' Lxprres 8/10/2008 u�mN DD ,1 ComW6W84 Bondud thru (800N32.42St: , ;?+ t =_ L.v es 8/t0/2008 j c:.n:. 1 u ru (800)432 4254: Ronda Notary Assn., Inc 'a,?Q�Fd;+ Fr:xres IJotary Assn., Inc i......i:i................................0..2 Owner/Agent is _X_ Personally Known to Me or Contmctor7Agerit is •_Ji_ PetStfAhlljr ICriBwri'fb�1e or _ Produced ID Produced ID APPLICATION APPROVED BY: Bldg: t4 1ning: Utilities:. FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: �.:1v,..Y:'..r7dd•Tv;. o-y..m� `7.^r?:�w�N.t:'f.'r�r•' ...:w: ;:.', . ...— r.. CITY OF SANFORD PERMIT APPLICATION JUL 2 4 2005 Permit #: Date: Job Address: w gFAT�/EVp CIO— LOT 13 Celery Lakes Description of Work: Single Family Residence Historic District: Zoning: Value of Work: 4 Permit Type: Building _electrical Mechanical X Plumbing w Fire Sprinkler/Alarm Pool Electrical: New Service — # o AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Residential Replacement _ New (Duct Layout & Energy Cale. Required) Plumbing/ New Commercial: # of Fixtures # of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: I Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte SarinEs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a pennit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: 1 certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictins applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the ments of Florida Lien Law, FS 713. JUL 2 4 2006 JUL 2 4 2006 Signa re o Owner/Agent Date Signature of Contractor/Agent Date Russell Keith Summers Print Owner/Agent's Name JUL 2 Sigma o�N�ly-State of Florida Date ....... .....................................s FULLERTON JEANiJINE Comm# DD0460464 o� tn�f s G..p,res 8/1012009 ( a,.,—,Jthru (800)432.4254: - ' OF Flonda Notary Assn.. Inc .u•.....'.af ................... OAMfAgBnYX i9'Personally Known to Me or GARY CARMACK CAC043900 Print Contractor/Agent's Name 4 2006 JUL 2 4 2006 Signa of of -Stat of Florida Date JEANiJINE FULLERTON c ..!"p•.., Comm# OD0460484 ( 9 L.. _J ihiu (800)432-4254: F::n ,Notary Assn.. I c.2 ..n Contractor/Agent is _X_ Personally Known to Me or _ Produced ID _ Produced ID APPLICATION APPROVED BY: Bldg: Zoning: Utilities: FD: (Initial & Date) (Initial & Date) (Initial & Date) (Initial & Date) Special Conditions: CITY OF SANFORD PERMIT APPLICATION JUL 2 4 2006 Permit # : Date: Job Address hi i�JT�EL� Gam- LOT Celery Lakes Description of Work: Single Family Residence Historic District: Zoning: Value of Work: Permit Type: Building_ Electrical Mechanical _ _ Plumbing _X_ Fire Sprinkler/Alarm Pool - Electrical: New Service— # of AMPS Addition/Alteration Change of Service Temporary Pole Mechanical: Residential Non -Resident i� Replacement _ New (Duct Layout & Energy Calc. Required) Plumbing/ New Commercial: # of Fixtures I� vG7,� of Water & Sewer Lines # of Gas Lines Plumbing/New Residential: # of Water Closets Plumbing Repair — Residential or Commercial Occupancy Type: Residential X Commercial Industrial Total Square Footage: Construction Type: VI # of Stories: _# of Dwelling Units: 1 Flood Zone: X (FEMA form required for other than X) Parcel #: (Attach Proof of Ownership & Legal Description) Owners Name & Address: Maronda Homes Inc. of Florida 955 Keller Rd. Ste. 1500 Altamonte Springs, FL 32714 Phone: 407475-9112 Contractor Name & Address: Russell Keith Summers 955 Keller Rd Ste 1500 Altamonte Springs FL 32714 State License Number: CRC058496 Phone & Fax: (407) 475-9112 Contact Person: Jeannine Fullerton Phone: (407) 659-3719 Bonding Company: Address: Mortgage Lender: Address: Architect/Engineer: Tomas Ponce Phone: (407) 321-0064 Address: 4005 Maronda Way Sanford FL 32771 Fax: (407) 321-3913 Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, and AIR CONDITIONERS, etc. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. JUL 2 4 200 �ntractor/Agent JUL 14 2006 Signatu ofOwn /Agent Date Signatu o Date Russell Keith Summers JULIA CREESE CFC1426702 Print Owner/Agent's Name Print Contractor/Agent's Name 'JUL 2 4 2006 JUL 2 4 2006 atu of Nota tate of Florida Date ig reo Notary -State of Florida Date ......................... . JEANidINE FULLERTON••••••••••••••.... ••••••............. . Comma DDOas0484 JEANMNE FULLERTON� .....� y, . , r ,.,res 8/10/2009 = �� • w - CommN DD0480484 Bu:..-J t...0 (e00)432-4254E ` ``__ -; e/lan000 s,,..,Forr�.• ,NotaryAss:.::nc.i =`�r�°.9 8 �(900�324?S4 Owner/Agent is _X_ Personally Known to Me or Contactor/Agent;.,—X_'Persc'nally Knownto Meor•= _ Produced U) _ Produced ID APPLICATION APPROVED BY: Bldg: 44ning: Utilities: FD: (Initial & Date) (initial & Date) (Initial & Date) (Initial & Date) Special Conditions: City of Sanford "The Friendly City" Application for Engineering Kermit A nun This permit shall authorize work to be done in the City of Sanford based on the approved construction plans and the information provided below: �/ Check One: — Right-r -Way Utilization Y. Driveway THIS APPLICATION IS SUBMITTED BY: PROPERTY OWNERS)/APPLICANT: APPLICANT NAME: RUSSELL KEITH SUMMERS _ FIRM: MARONDA HOMES INC., OF FLORIDA - ADDRESS: 955 KELLER RD. STE. 1500 — ALTAMONTE SPRINGS, FL 32714 —__ _—� Date: PHONE: 407475-9112 FAX: 407-475-9115 1. PROJECT LQ,CATION OR ADDRESS: 2. TITLE OF APPROVED DEVELOPMENT PLANS: —_ APPROVAL DATE: 3. SCHEDULE OF WORK: FROM TO EMERGENCY REPAIRS 4. PROPOSED ACTIVITY: r� � (� Driveway Installation l� Aerial Installation Underground Utilities lJ Bore and Jack Open Cutting or Roadway L__ Sidewalk Installation Li Other 5. SPECIFIC DESCRIPTION: 6. EXCAVATION INFORMATION: Total Length ------ (Feet) Number of Open Roadway Cuts — 7. AERIAL INFORMATION: Length — (Feet) Number of Poles — --- (Existing) (New) IT IS UNDERSTOOD AND AGREED THAT THE RIGHTS AND PRIVILEGES HEREIN SET OUT ARE GRANTED ONLY TO THE EXTENT OF THE CITY OF SANFORD'S JURISDICTION AND THE RIGHT. TITLE, OR INTEREST IN THE LAND TO BE ENTERED AND USED BY THE PERMITTEE. THE PERMITTEE SHALL AT ALL TIMES ASSURE ALL RISKS OF AND INDEMNIFY, DEFEND. SAVE HARMLESS THE CITY OF SANFORD FROM AND AGAINST ALL LOSS. COST, -DAMAGE, OR EXPENSE ARISING IN ANY MANNER ON ACCOUNT OF THE PERMIT REQUEST BY SAID PERMITTEE OF THE AFORESAID RIGHTS AND PRIVILEGES. IN THE EVENT THAT ANY FUTURE CONSTRUCTION OF ROADWAYS, UTILITIES, STORMWATER FACILITIES. OR ANY GENERAL MAINTENANCE ACTIVITIES BY THE CITY BECOMES IN CONFLICT WITH THE ABOVE PERMITTED ACTIVITY. THE PERMITTEE SHALL REMOVE AND/OR RELOCATE AS NECESSARY AT NO COST TO THE CITY OF SANFORD. INSOFAR AS SUCH FACILITIES ARE IN THE PUBLIC RIGHT-OF-WAY. CALL THE PBLIC WORKS DEPT. AT (407)330-5681 TO SCHEDULE A PRE -POUR INSPECTION ` 48 HOURS BEFORE YOU DIG CALL SUNSHINE 1-800-432-4770 JUL 2 4 2006 Applicant Signature Date: OFFICIAL USE'ONLY Application -No:. __-- Fee: —_ Date: Reviewed: "• Public Works DATE: 'Utilities - ----- -'---------------'_ DATE: ------- Approved: Engineering DATE: Engyrmt.pdf Laronda Homes AN EASILY OBSERVABLE BETTER VALUEI 955 KELLER ROAD SUITE 1500 • ALTAMONTE SPRINGS, FLORIDA 32714 407-475-9112 • FAX: 407-475-9115 LETTER OF AUTHORIZATION ❑ CITY OF DELTONA ❑ VOLUSIA COUNTY ® CITY OF SANFORD ❑ SEMINOLE COUNTY I hereby name and appoint Lee Emerson, Joyce Stark and Silver Streak to sign his/her name on my behalf in order to apply for and/or pickup building permits for Maronda Homes, Inc. of Florida work to be completed at Lot 13, 128 WHEATFIELD CIRCLE at CELERY LAKES PHASE 1A. l� RUSSELL'KEITH SUM ERS, CRC058496 MARONDA HOMES, INC. OF FLORIDA STATE OF FLORIDA COUNTY OF ORANGE Sworn and subscribed before me this JUL 2 4 2006 RUSSELL KEITH SUMMERS who is personally known to me. JEANiJINE FULL Ccmm%DD046046/ • _�� �' s W O/2008 tivIm .V•Fi•':1 Bur,,. .! .0 (800)432.4254: �uNotaryAssn.Inc " i.............................. ...........5 by Legend of Symbol.: and At;breviations: REROD: Steel Reinforcing Rod : Boundary Lino Big. Bearing Field Field Mbasured P.C.P. Permanent Control Point P.T. Point of Tangency — - — : Centerline Calc. Calculated Fnd. Found P.I. Point of Intersection R Radius ---- : Righl-ol-way Lino C.B. Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Land Surveyor — -- - — : Overhead Ulilily Une Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning R/W Right-ol-way - - - - - - - - : Easement Lino Conc.: Concrete O.R. : Official Records P.O.C. Point of Commencement Sec. Section ln� Central Angle Const.: Construction Pav'l.: Pavement P.R.C. Point of Reverse Curve S/T Septic Tank ARC Arc Lengin c/s : Concrete Slab P.C. Pant of Curve P.R.M. Permanent Reference Monument T.B.M.: Temporary Bench Mark BIk. Block Elov, Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ : With Boundary uryey: � irlovtlrolcvY6 /�jYwo Gs-Z494 NB9'38'/7 1 ` ,+1 m E.QSE.•�c.✓T O C o: c [L h z 'A ga c 0 a i5 I v= CIO u N E p 'a N v V�� E' s „z 4.0 c,.. €Z LLE�SuN �LU°'�. U an ? c j L. u o qX u c U o Q u 0 c O c N O c D c ° r 3 piZA/.t/f1reE / 30' � _ E�SEME.✓TS '. � "�'/ Fo0 ram•!_' N t n 00� S. �sEro�T �'/G9P LS-Z99� M /��c?o�a.s Ev /9. 53 �i1/oT �11A11C1 Fvo• s/e %/clean "/GAP GS-2t¢,94 .�1 PLANS REVIEWED 5' CITY OF SANFORD 00 FwD *4" CoweO ^/�+1P, LS 2999• 0 F ICE /03.6Z'.�LArrF.E�o .--¢i—�— _ 5p•oo�P�� i Fiesev _y�i :r-_. ,56. 3B"f'<•rr� Fi�s�p 1 1 -5 89' JB'/7 i✓ '`e- ror Assn vro \ - `/'C-40. NA/L f .3E7i✓A/L fii[a EicA.FiN6 .. 7A6, G5-24.` -• �/dLS GAO cS•G7✓A/L fyWO. A141 . r a/a. __���TF/6LO C/RGLE 37� T.oe, �3-zgs9; Z4' 4.6"Atr /�.yd'��i2'Gowr. E.�rTc � 'PCP'ArOL. G2/d> T/Oil/ L07 1j P/N�/G/ /GAT Z��o/C 6 7 J /�iQ6E5 �B 4X0 .9_9 j �U6L/G �6CoROS OF ✓`Ei+9/.✓OL6 �ouvrY, F�oR/OA, CEAI IFIED TO ^Z4x1q OMC SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL (386)734-7047 (386)789.2855 DRAWN BY: REVISIONS: CREW CHIEF: SCALE: DATE: elfin/Guff G )� 7 ?�O�o WO I hereby certify that [his map depicts a survey performed under my supervi- sion, and is correct to the best of my knowledge and belief: and thal this survey (noels the minimum technical standards set forth by the Florida Board of Professional Land Survet-ors in Chapter 61G17.6. Florida Administrative Code, pursuant to Section 472.027, Florida Statutes. l Sla4ey E. Smith _Rort�.egisleryd Land Surveyor Certificate Number 373G NOT VALID UNLESS SEAL IS EMBOSSED Note: No instruments of record reflecting easements, limitations, owner- ships, reservations, restrictions and/or right-ol•ways, if any, have been pro- vided to this surveyor, except as shown. No underground installations or utilities have been located, except as shown. Legend of Sy-rnbol: and Ahbreviations: REROD: Steel Reinforcing Rod Boundary Lino Big. Boating Field Field Mbasured P.C.P. Permanent Control Point P.T. Point of Tangency Centerline Calc. Calculated Fnd. Found P.I. Point of Intersection R Radius —_-- : Righl-ol-way line C.B. Concrete Block Gov't.: Government P.L.S. Professional Land Surveyor R.L.S.: Registered Lend Surveyor ---- : Overhead Utility Line Ch. Chord L.B. Licensed Business P.O.B. Point of Beginning R/W Right-of-way - - - - - - - - : Easement Lure Conc.: Concrete O.R. : Official Records P.O.C. Point of Commencement Sec. Section A Central Angle Const.: Construction Pav'I. : Pavement P.R.C. Point of Reverse Curve S/T Septic Tank ARC Arc Longln Gs Concrete Slab P.C. Point of Curve P.R.M. Permanent Rotarence Monument T.B.M.: Temporary Bench Mark Blk. Block Elev. Elevation P.C.C.: Point of Compound Curve P.S.I. Point of Street Intersection W/ With Boundary Survey- r/1/OT P`°r� ��✓rYwv GS-Z994 P� v rho 0 Al B9 ° 38' 7 / �E ���am %.goc.5-Z•¢94 � 3��` NB9'37�%"E �;f, I � Eft.SE/�scw/T 1 3 EASEyE.✓Y.S �3 CON PRTio Ev_-- � h /O' via. ry �ASEr✓/Gc/T w/G4G, GS-Z99� S - -f 4 �0 SO..570 J fvo. s/e %Icr?av "/GA.o GS-2�494 0 U F.✓A 9S 5e ve'O iT j i6 "/UO LS-24,9¢ o� IN . NJ oo,' p�..T r Fi�uv !I 3B 3 89°98'/7:N/ A''`sa Asau vie ` - F✓O. il/A/L fTi✓A/� c9G7A/AiL i1/4/4 < i4G,P'/srPT. a7a: .Y{C�TF/6Lp �i/RGGE 37� T.o6, Ls-zs'9¢; Z4',46"A4r/Iiio/';' �jZ'Go.r. eavrTllfr�) l0? /3 j GE�E.QY L�GiE s �H�+SE /fl r4 cSUBOr✓iS/at/i�uo/20/N6 To /y%fIP /N PGAT �+oK 671 /�i46E5 9B 4A40 9_9 j PURL/G �6coeOS OF SEM/✓OL6 �GWTY� FLOi2/Of%, CERI)RED To Mih'ON OMENS SMITH DRAFTING & SURVEYING, INC. 311 E. RICH AVE. DELAND, FL DELTONA, FL (386)734-7047 (386)789.2855 DRAWN BY: REVISIONS: CREW CHIEF: SCALE: DATE: Jy,�vA,er /7, ?�06 I hereby certify that this map depicts a survey perlofined under my supervi- sion, and is correct to the best of my knowledge and belief; and that this survey meets the minimum technical standards set lorth by the Florida Board of Professional Land Surveyors in Chapter 61G17.6, Florida Administrative Code, pursuant to Section 472.027, Florida Statutes. §janfey E. Smith torid�Reg!siered Land Surveyor Caililicate Number 3736 NOT VALID UNLESS SEAL IS EMBOSSED Note: No instruments of record reflecting easements, limitations, owner• ships, reservations, restrictions and/or nghl-ol-ways, it any, have been pro- vided to this surveyor, except as shown. No underground installations of utilities have been located, except as shown. Won / 0035 - CITY OF SANFORD BUILDING DIVISION SUBMITTAL REQUIREMENTS FOR RESIDENTIAL BUILDING PERMIT Lot: 13 Subdivision: CELERY LAKES PH.1A Property Address: 128 WHEATFIELD CIRCLE ❑x 1. Two (2) recent boundary and building location surveys showing setbacks from all structures to property lines for permit for structures (not fences). 0 2. Two (2) complete sets of construction design drawings drawn to scale. Complete sets to include: ❑x a. Foundation plan indicating footer sizes for all bearing walls. Provide side view details of these footers with reinforcement bar replacement. ❑x b. Floor plan indicating interior wall partitions and room identification, room dimensions, door, window, and/or opening sizes, smoke detector, distances from walls are to be shown. Note the State of Florida requirements for bath door for compliance of Handicapped Code (F. S. 55.3, Part S). ❑x c. Elevations of all exterior walls, east, west, north and south. Finish floor elevation height as per City Engineering Department or subdivision plat. ❑x d. Cross sections of all wall sections to be used in the structure. Bearing non -bearing interior and exterior. Show all components of wall section. ❑ e. Framing plan for floor joists where conventionally framed. Plan to indicate span, size and species of materials to be used. ❑x f. Engineered truss plan with details of bracing. Engineered beams for spacing openings to carry and support trusses. ❑ g. Stair details with tread and riser dimensions, stringer size, methods of attachment, placement of handrails and guardrails. rX_1 h. Square footage table showing footages: Garages/Carports 414 S.F. Porch (s)/Entry(s) 27 S.F. Patio(s) S.F. Conditioned structure 1,625 S.F. Total (Gross Area) 2,066s.F. ❑x 3. Three (3) sets of completed Florida Energy Code Forms (Form 600-A-97). ❑x 4. Soil analysis and/or soil compaction report. If soils appear to be unstable or if structure to be built TO FOLLOW on fill, a report may be requested by the Building Official or his representative. N/A 5. Other submittal Documents: N/A a. Utility letter or approval when public water supply and/or sewer system connection to be made. N/A b. Septic tank permit to be obtained from Seminole County Health Department at: 400 West Airport Boulevard, Sanford, FL (407) 665-3600. N/A c. Arbor permit when trees to be removed from property. Contact the City Engineer for details regarding the arbor ordinance and permit. ❑x 6. Application to be completed thoroughly and signatures provided by a licensed and insured contractor. OWNER/BUILDER MUST APPEAR IN PERSONS TO SIGN APPLICATION AS PER FLORIDA STATE STATUTE 489. Subcontractor license numbers must be included on the application. If electrical, mechanical or plumbing permits have not been issued, inspections will not be scheduled or made and subcontractors will be subject to penalty under the City Ordinances REQUIRED INSPECTIONS DURING AND UPON COMPLETION OF CONSTRUCTION 1. Footer 2. Underground, electrical, mechanical and plumbing 3. Foundation elevation survey 4. Slab 5. Lintel — tie beams — columns — cells 6. Rough electrical 7. Rough mechanical 8. Rough plumbing 9. Tub Set 10. Framing 11. Tenant Separation/firewall 12. Insulation, walls and/or ceilings 13. Electrical final, mechanical final and plumbing final 14. Building Final 15. Other DATE: MONDAY, June 24, 2006 SIGNATURE: (By owner 6r Authorized Agent) I'll 18 IIY II 111111111 II 1II li lil 11 111 II Ill it Ill A Ill 11 Ill 11111 a c 00,4 LLInr4 1Lr4M O W J OrZLn iV1C7 W LU Q JFOa � 0 lz LLioCW W Q J Z J 0 W Z UjiIm4 a, n a, a 01ARVANNNE MIRSt! CLERR OF CIRCUIT fii7 RT WMINLILE C"My BK 061-J8 141 04L 1- t1pq) CL E FRWI R[iWN))1_0 01:01:14 PH REE ORDIN8 FEES 1D w }� RECIMDED BY E holden NOTICE OF COMMENCEMENT TAX FOLIO NO. 25-133-6949 PERMIT NO. STATE OF FLORIDA COUNTY OF SEMINOLE The UNDERSIGNED hereby gives notice that improvement will be made to certain and real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY (Legal Description and Street Address) Lot 13 128 WHEATFIELD CIRCLE: Subdivision: CELERY LAKES PH. 1A General Description of Improvement Construct a Single Family Residence OWNER INFORMATION Name and Address Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 Interest in Property (Fee Simple, Partnership, etc.) Owner NAME AND ADDRESS OF FEE SIMPLE TITLEHOLDERS (If other than owner) CONTRACTOR _Maronda Homes, 955 Keller Road, Suite 1500, Altamonte Springs, FL 32714 (Name and address) SURETY (Bonding Company) Name and Address Amount of Bond LENDER N/A Name and address Bank of America, NA, 250 Park Avenue South Suite 400 Winter Park, FL 32789-4316 ATTN: DAN FINNEGAN Phone (407) 646-6304 Fax (407) 644-2388 Persons within the State of Florida designated by owner upon whom notice or other documents may be served as provided by Section 713.13(1), (a), 7., Florida Statutes. Kampf Title, 200 W. 1ST St., Sanford, FL 32771, Fax: 407-330-5062, Phone: (407) 322-9484. (Name and address) In addition to himself, Owner designates or to receive a copy of Lienors Notice as provided in Section 713.13(2), (b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date is 1 year from the date of recording unless a different date is specified.) I THIS DOCUMENT 1S BEING `<r RE -RECORDED TO REFLECT RUSSELL KEIT14 SUPME THE CORRECT PHASE # Maronda Homes, Inc. of Florida Vice President - Construction Sworn tq and subscribed before me this 20TH day of FEBRUARY, 2006. Notakv\Public - %4Fccw aonded thru (800)432-4254: Florida Notary Assn.. Inc 3................................a.aeea seee.at f, CERTIFIED CQPr MARYAKWE po.Q.RK CLERK OF C °`,, Caq1' SEAS", Y. FLOltias 8Y— EPUTY CLOM FM 0 Pau FORM 60OA-2004 EnergyGauge® 4.0 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Community Affairs Residential Whole Building Performance Method A PROJECT NAME: CHEK32B 13CL3 ADDRESS: 128 WHEATFIELD CIRCLE CITY, STATE: SANFORD, FL OWNER: MARONDA HOMES CLIMATE ZONE: CENTRAL 1. New construction or existing New _ 2. Single family or multi -family Single family 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft2) 1625 ft2 _ 7. Glass type and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 133.0 112 _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 133.0 ft2 _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft _ b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1033.0 ft2 _ b. Frame, Steel, Adjacent R=1 1.0, 207.0 ft2 _ c. N/A _ d. N/A _ e. N/A 10. Ceiling types _ a. Under Attic R=19.0, 1701.0 ft2 b. N/A _ c. N/A _ 11. Ducts _ a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 165.0 ft b. N/A Builder: MARONDA HOMES Permitting Office: 5A Ij 1F Z at Permit Number: otp-323 Jurisdiction Number: �, ej I SCY) 12. Cooling systems a. Central Unit Cap: 34.8 kBtu/hr _ SEER: 13.00 b. N/A _ c. N/A _ 13. Heating systems a. Electric Heat Pump Cap: 34.8 kBtu/hr _ HSPF: 8.30 b. N/A c. N/A _ 14. Hot water systems a. Electric Resistance Cap: 50.0 gallons _ EF: 0.93 _ b. N/A c. Conservation credits _ DHP-Dedicated heat pu (HR-Heat recovery, SolaOFFICET, 15. HVAC credits _ (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone co H REVIEWED MZ-H-Multizone he J W SANFORD Glass/Floor Area: 0.08 Total as -built points: 19796 PASS Total base points: 23445 I hereby certify that the plans and specifications covered by this calculation are in compliance with the Florida Energy Code. PREPARED BY: DATE: JUL 24 ?p 1 hereby certify that this building, as designed, is in compliance with the Florida Energy Code. OWNER/AGENT: DATE: JUL 2 4 Z Ob Review of the plans and specifications covered by this calculation indicates compliance with the Florida Energy Code. Before construction is completed this building will be inspected for compliance with Section 553.908 Florida Statutes. BUILDING OFFICIAL: DATE: �yO& THE STq. y Hill � a A. we 1 Predominant glass type. For actual glass type and areas, see Summer 8 Winter Glass output on pages 284. EnergyGauge® (Version: FLR3SB v4.0) •e FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BSPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X SPM X SOF = Points .18 1625.0 25.78 7540.7 Single, Clear NE 1.0 6.0 16.0 47.10 0.97 732.9 Single, Clear NW 0.6 6.0 16.0 40.72 1.00 648.8 Single, Clear SW 1.0 7.5 40.0 56.99 0.99 2252.4 Single, Clear SW 1.0 6.0 16.0 56.99 0.96 879.9 Single, Clear SE 0.6 3.0 3.0 61.07 0.92 168.8 Single, Clear SE 1.0 11.0 36.0 61.07 1.00 2197.5 Single, Clear SE 1.0 3.0 6.0 61.07 0.81 297.2 As -Built Total: 133.0 7177.4 WALL TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Adjacent 207.0 0.70 144.9 Concrete, Int Insul, Exterior 4.1 1033.0 1.18 1218.9 Exterior 1033.0 1.90 1962.7 Frame, Steel, Adjacent 11.0 207.0 1.00 207.0 Base Total: 1240.0 2107.6 As -Built Total: 1240.0 1425.9 DOOR TYPES Area X BSPM = Points Type Area X SPM = Points Adjacent 18.0 1.60 28.8 Exterior Insulated 20.0 4.80 96.0 Exterior 20.0 4.80 96.0 Adjacent Wood 18.0 2.40 43.2 Base Total: 38.0 124.8 As -Built Total: 38.0 139.2 CEILING TYPES Area X BSPM = Points Type R-Value Area X SPM X SCM = Points Under Attic 1625.0 2.13 3461.3 Under Attic 19.0 1701.0 2.82 X 1.00 4796.8 Base Total: 1625.0 3461.3 As -Built Total: 1701.0 4796.8 FLOOR TYPES Area X BSPM = Points Type R-Value Area X SPM = Points Slab 175.0(p) -31.8 -5565.0 Slab -On -Grade Edge Insulation 0.0 175.0(p -31.90 -5582.5 Raised 0.0 0.00 0.0 Base Total: -5565.0 As -Built Total: 175.0 -5582.5 INFILTRATION Area X BSPM = Points Area X SPM = Points 1625.0 14.31 23253.8 1625.0 14.31 23253.8 EnergyGauge@ DCA Form 60OA-2004 EnergyGauge@/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 SUMMER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Summer Base Points: 30923.1 Summer As -Built Points: 31210.7 Total Summer X System = Cooling Total X Cap X Duct X System X Credit = Cooling Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Central Unit 34800 btuh ,SEER/EFF(13.0) Ducts: Unc(S),Con(R),GagAH),R6.0(INS) 31211 1.00 (1.08 x 1.150 x 0.95) 0.262 0.950 9168.1 30923.1 0.4266 13191.8 31210.7 1.00 1.179 0.262 0.950 9168.1 EnergyGauge""' DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT GLASS TYPES .18 X Conditioned X BWPM = Points Overhang Floor Area Type/SC Ornt Len Hgt Area X WPM X WOF = Point .18 1625.0 5.86 1714.1 Single, Clear NE 1.0 6.0 16.0 14.70 1.00 235.3 Single, Clear NW 0.6 6.0 16.0 14.97 1.00 239.3 Single, Clear SW 1.0 7.5 40.0 11.59 1.00 465.7 Single, Clear SW 1.0 6.0 16.0 11.59 1.01 187.3 Single, Clear SE 0.6 3.0 3.0 10.59 1.04 33.0 Single, Clear SE 1.0 11.0 36.0 10.59 1.01 384.0 Single, Clear SE 1.0 3.0 6.0 10.59 1.09 69.2 As -Built Total: 133.0 1613.8 WALL TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Adjacent 207.0 1.80 372.6 Concrete, Int Insul, Exterior 4.1 1033.0 3.31 3414.1 Exterior 1033.0 2.00 2066.0 Frame, Steel, Adjacent 11.0 207.0 2.60 538.2 Base Total: 1240.0 2438.6 As -Built Total: 1240.0 3952.3 DOOR TYPES Area X BWPM = Points Type Area X WPM = Points Adjacent 18.0 4.00 72.0 Exterior Insulated 20.0 5.10 102.0 Exterior 20.0 5.10 102.0 Adjacent Wood 18.0 5.90 106.2 Base Total: 38.0 174.0 As -Built Total: 38.0 208.2 CEILING TYPES Area X BWPM = Points Type R-Value Area X WPM X WCM = Points Under Attic 1625.0 0.64 1040.0 Under Attic 19.0 1701.0 0.87 X 1.00 1479.9 Base Total: 1625.0 1040.0 As -Built Total: 1701.0 1479.9 FLOOR TYPES Area X BWPM = Points Type R-Value Area X WPM = Points Slab 175.0(p) -1.9 -332.5 Slab -On -Grade Edge Insulation 0.0 175.0(p 2.50 437.5 Raised 0.0 0.00 0.0 Base Total: -332.5 As -Built Total: 175.0 437.5 INFILTRATION Area X BWPM = Points Area X WPM = Points 1625.0 -0.28 -455.0 1625.0 -0.28 -455.0 EnergyGauge@ DCA Form 60OA-2004 EnergyGauge@/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WINTER CALCULATIONS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT Winter Base Points: 4579.2 Winter As -Built Points: 7236.6 Total Winter X System = Heating Total X Cap X Duct X System X Credit = Heating Points Multiplier Points Component Ratio Multiplier Multiplier Multiplier Points (System - Points) (DM x DSM x AHU) (sys 1: Electric Heat Pump 34800 btuh ,EFF(8.3) Ducts: Unc(S),Con(R),Gar(AH),R6.0 7236.6 1.000 (1.068 x 1.160 x 0.95) 0.411 0.950 3327.1 4579.2 0.6274 2873.0 7236.6 1.00 1.177 0.411 0.950 3327.1 EnergyGaugeTM DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGauge® 4.0 WATER HEATING & CODE COMPLIANCE STATUS Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: BASE AS -BUILT WATER HEATING Number of X Multiplier = Total Tank EF Number of X Tank X Multiplier X Credit = Total Bedrooms Volume Bedrooms Ratio Multiplier 3 2460.00 7380.0 50.0 0.93 3 1.00 2433.55 1.00 7300.6 As -Built Total: 7300.6 CODE COMPLIANCE STATUS BASE AS -BUILT Cooling + Heating + Points Points Hot Water Points = Total Points Cooling Points + Heating + Hot Water = Total Points Points Points 13192 2873 7380 23445 1 9168 3327 7301 19796 PASS zt.1; CT-Gb. o� EnergyGauge) DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 FORM 60OA-2004 EnergyGaugeO 4.0 Code Compliance Checklist Residential Whole Building Performance Method A - Details ADDRESS: , , , PERMIT #: 6A-21 INFILTRATION REDUCTION COMPLIANCE CHECKLIST COMPONENTS SECTION REQUIREMENTS FOR EACH PRACTICE CHECK Exterior Windows & Doors 606.1.ABC.1.1 Maximum:.3 cfm/sq.ft. window area; .5 cfm/sq.ft. door area. Exterior & Adjacent Walls 606.1.ABC.1.2.1 Caulk, gasket, weatherstrip or seal between: windows/doors & frames, surrounding wall; foundation & wall sole or sill plate; joints between exterior wall panels at corners; utility penetrations; between wall panels & top/bottom plates; between walls and floor. EXCEPTION: Frame walls where a continuous infiltration barrier is installed that extends from, and is sealed to, the foundation to the top plate. Floors 606.1.ABC.1.2.2 Penetrations/openings >1/8" sealed unless backed by truss or joint members. EXCEPTION: Frame floors where a continuous infiltration barrier is installed that is sealed to the perimeter, penetrations and seams. Ceilings 606.1.ABC.1.2.3 Between walls & ceilings; penetrations of ceiling plane of top floor; around shafts, chases, soffits, chimneys, cabinets sealed to continuous air barrier; gaps in gyp board & top plate; attic access. EXCEPTION: Frame ceilings where a continuous infiltration barrier is installed that is sealed at the perimeter, at penetrations and seams. Recessed Lighting Fixtures 606.1.ABC.1.2.4 Type IC rated with no penetrations, sealed; or Type IC or non -IC rated, installed inside a sealed box with 1/2" clearance & 3" from insulation; or Type IC rated with < 2.0 cfm from conditioned space, tested. Multi -story Houses 606.1.ABC.1.2.5 Air barrier on perimeter of floor cavity between floors. Additional Infiltration regts 606.1.ABC.1.3 Exhaust fans vented to outdoors, dampers; combustion space heaters comply with NFPA, have combustion air. 6A-22 OTHER PRESCRIPTIVE MEASURES (must be met or exceeded by all residences.) COMPONENTS SECTION REQUIREMENTS CHECK Water Heaters 612.1 Comply with efficiency requirements in Table 612.1.ABC.3.2. Switch or clearly marked cir breaker (electric) or cutoff (gas) must be provided. External or built-in heat trap required. Swimming Pools & Spas 612.1 Spas & heated pools must have covers (except solar heated). Non-commercial pools must have a pump timer. Gas spa & pool heaters must have a minimum thermal efficiency of 78%. Shower heads 612.1 Water flow must be restricted to no more than 2.5 gallons per minute at 80 PSIG. Air Distribution Systems 610.1 All ducts, fittings, mechanical equipment and plenum chambers shall be mechanically attached, sealed, insulated, and installed in accordance with the criteria of Section 610. Ducts in unconditioned attics: R-6 min. insulation. HVAC Controls 607.1 Separate readily accessible manual or automatic thermostat for each system. Insulation 604.1, 602.1 Ceilings -Min. R-19. Common walls -Frame R-11 or CBS R-3 both sides. Common ceiling & floors R-11. EnergyGaugeTM DCA Form 60OA-2004 EnergyGauge®/ResFREE'2004 FLR3SB v4.0 0 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE SCORE* = 86.5 The higher the score, the more efficient the home. ELECTRIC.... 1. New construction or existing New _ 2. Single family or multi -family Single family _ 3. Number of units, if multi -family 1 _ 4. Number of Bedrooms 3 _ 5. Is this a worst case? Yes _ 6. Conditioned floor area (ft') 1625 ft' 7. Glass typel and area: (Label reqd. by 13-104.4.5 if not default) a. U-factor: Description Area (or Single or Double DEFAULT) 7a(Sngle Default) 133.0 ft' _ b. SHGC: (or Clear or Tint DEFAULT) 7b. (Clear) 133.0 ft' _ 8. Floor types a. Slab -On -Grade Edge Insulation R=0.0, 175.0(p) ft _ b. N/A _ c. N/A _ 9. Wall types a. Concrete, Int Insul, Exterior R=4.1, 1033.0 ft' _ b. Frame, Steel, Adjacent R=11.0, 207.0 ft' _ c. N/A _ d. N/A _ e. N/A _ 10. Ceiling types a. Under Attic R=19.0, 1701.0 ft' _ b. N/A _ c. N/A 11. Ducts a. Sup: Unc. Ret: Con. AH(Sealed):Garage Sup. R=6.0, 165.0 ft _ b. N/A 12. Cooling systems a. Central Unit b. N/A c. N/A 13. Heating systems a. Electric Heat Pump b. N/A c. N/A 14. Hot water systems a. Electric Resistance b. N/A c. Conservation credits (HR-Heat recovery, Solar DHP-Dedicated heat pump) 15. HVAC credits (CF-Ceiling fan, CV -Cross ventilation, HF-Whole house fan, PT -Programmable Thermostat, MZ-C-Multizone cooling, MZ-H-Multizone heating) I certify that this home has complied with the Florida Energy Efficiency Code For Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: l Date: JUL 2 4 2006 Address of New Home: l City/FL Zip: Cap: 34.8 kBtu/hr _ SEER: 13.00 Cap: 34.8 kBtu/hr HSPF: 8.30 Cap: 50.0 gallons _ EF: 0.93 *NOTE. The home's estimated energy performance score is only available through the FLARES computer program. This is not a Building Energy Rating. If your score is 80 or greater (or 86 for a US EPADOE EnergyStarr"'designation), your home may qualify for energy efficiency mortgage (EEM) incentives if you obtain a Florida Energy Gauge Rating. Contact the Energy Gauge Hotline at 3211638-1492 or see the Energy Gauge web site at www.fsec. ucf edu for information and a list of certied Raters. For information about Florida's Energy Efficiency Code For Building Construction, contact the Department of Community Affairs at 8501487-1824. PT, _ 1 Predominant glass type. For actual glass type and areas see Summer & Winter Glass output on ages 2&4. $nergyGauge® (Version: FLUSV4.0) National Evaluation Service, Inc. MIN 5203 Leesburg Pike, Suite 600, Falls Church, VirgLnia 22041-3401 INTERNATIO AL Phone:703/931-2187 Fax:703/931-6505 CODECOUNCIL ,. website: www.nateval.org NATIONAL EVALUATION REPORT Report No. NER-617 Copyright © 2001, National Evaluation Service, Inc. Issued October 1, 2001 BORA-CARE® TERMITICIDE, INSECTICIDE AND The instructions within this report govern if there are any conflicts FUNGICIDE between the manufacturer's published installation instructions and this report. NISUS CORPORATION 215 DUNAVANT DRIVE ROCKFORD, TENNESSEE 37853 800-264-0870 nisus(cDnisuscorp.com www.nisuscorp.com 1.0 SUBJECT BORA-CARE® Termiticide, Insecticide and Fungicide 2.0 PROPERTY FOR WHICH EVALUATION IS SOUGHT Protection Against Termites 3.0 DESCRIPTION BORA-CARE Termiticide is used to provide protection against subterranean termites. BORA-CARE is a Federal EPA registered Termiticide that is applied to wood surfaces by spraying, brushing, and injections and prevents infestation of subterranean termites. BORA-CARE kills the termites through ingestion. The active ingredient in BORA-CARE is Disodium Octoborate Tetrahydrate (DOT), which is a mixture of borax and boric acid. BORA-CARE utilizes a patented formulation of this mineral salt (DOT) and glycols to penetrate and protect the wood. When BORA-CARE is applied to bare wood, it penetrates the wood and deposits DOT. Diffusion of BORA-CARE into the wood continues after application until there is uniform distribution of the active ingredient in the wood member. BORA-CARE is water soluble. When fresh wood with no sealants is treated with BORA-CARE, the borate penetrates completely through the wood member, therefore, the wood member is permitted to be cut after treatment is complete. 4.0 INSTALLATION 4.1 General BORA-CARE Termiticide is installed in accordance with the manufacturer's published installation instructions and this report. Applicators of BORA-CARE shall be trained by the Nisus Corporation and shall be licensed pest control operators. The manufacturer's published installation instructions and this report shall be strictly adhered to and a copy of these instructions shall be available at all times on the job site during installation. 4.2 Application BORA-CARE is a concentrate that must be diluted with water before use. The dilution rate is one part water to one part BORA- CARE for all pretreatment applications. Prior to dilution, BORA- CARE is a thick viscous liquid similar in appearance to honey. When diluted and mixed, the solution has the same consistency as water. BORA-CARE is applied by spraying, brushing, and injection. BORA-CARE is not a restricted category pesticide, but shall be applied by a professional pest control operator in accordance with local, state, or federal pest control regulations. BORA-CARE is clear and odorless. All wood surfaces shall be treated according to label directions when protecting the structure for subterranean termites. Pretreatment for subterranean termite protection consists of treating a two foot band of wood around the perimeter of a structure containing a crawl space or basement when the wood comes into contact with the foundation walls or support piers. This treatment includes the joists, headers, sills and subflooring areas. Pretreatment of a slab on grade structure consists of treatment of the sill plate and two feet up on the wall studs and wood sheathing. On wood where access is limited to one or two sides of wood members such as sills and plates on foundation walls, apply two coats of solution to exposed sides, allowing for a minimum of 20 minutes between applications. Pretreatment is performed at a point during the construction process when the greatest access to all wood members is available. Typically at the dried -in stage of construction when all structural wood and sheathing is in place yet prior to installation of insulation, mechanical systems, electrical wiring, and plumbing. 4.3 Protection from Water Since BORA-CARE is water soluble, treated wood shall be protected from rain and snow. For long term protection, exterior surfaces shall be coated with a water resistant paint or stain. Interior surfaces exposed to repeated moisture contact, such as shower stalls, bath houses, etc. shall be protected by a water resistant paint or stain. This report is limited to the specific product and data and test reports submitted by the applicant in its application requesting this report. No independent tests were performed by the National Evaluation Service, Inc. (NES), and NES specifically does not make any warranty, either expressed or implied, as to any finding or other matter in this report or as to any product covered by this report. This disclaimer includes, but is not limited to, merchantability. This report is also subject to the limitation listed herein. Page 1 of 2 Report No. NER-617 Page 2 of 2 5.0 IDENTIFICATION Each container of BORA-CARE® Termiticide, Insecticide and Fungicide covered by this report shall be labeled with the manufacturer's name/and or trademark and this National Evaluation Service evaluation report number, NER-617 for field identification. 6.0 EVIDENCE SUBMITTED 6.1 Manufacturer's descriptive literature, specifications, and installation instructions. 6.2 Test report, lab test of BORA-CARE treated wood and untreated wood exposed to subterranean termites, Formosan Subterranean Termite and Eastern Subterranean Termite, Ft. Lauderdale Research & Education Center, University of Florida, Document No. IRG/WP/1504, April 2, 1991, by Nan-Yao and Rudolf Scheffrahn. 7.1 This Evaluation Report and the manufacturer's published installation instructions, when required by the code official, shall be submitted at the time of permit application. 7.2 BORA-CARE shall be applied by applicators trained by the Nisus Corporation and shall be licensed pest control operators. 7.3 BORA-CARE shall be installed in accordance with the manufacturer's published installation instructions and this report. 7.4 In areas where a soil treatment/barrier termiticide treatment is required by the applicable code or local code official, BORA-CARE is applied only as a supplemental pretreatment and is not a replacement for required treatments or barriers. 7.5 BORA-CARE was evaluated only for resistance to subterranean termites. 6.3 Test report, lab test of oral toxicity of BORA-CARE against Formosan Subterranean Termite and Eastern 7.6 BORA-CARE is water soluble and shall be protected as Subterranean Termite, Ft. Lauderdale Research & noted in Section 4.3 above. Education Center, IFAS, University of Florida, May, 1993, Masahiko Tokoro and Nan-Yao Su. 7.7 BORA-CARE has not been evaluated as a treatment for resistance to termites on LVL products. 6.4 Test report, January 1997 Progress Report, 57 months exposure, field evaluation of BORA-CARE treated wood 7.8 This report is subject to re-examination on a periodic the subterranean termite feeding and tubing near basis. For information on the current status of this Gulfport, Mississippi, comparison of treated and Evaluation Report, consult the NES Product Evaluation untreated wood floor joist, Mississippi State University Listing or contact the NES. Forest Products Laboratory, Terry L. Amburgey. 6.5 Test report, January 1998 Progress Report, 73 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.6 Test report, January 2001 Progress Report,110 months exposure, field evaluation of BORA-CARE treated wood the subterranean termite feeding and tubing near Gulfport, Mississippi, comparison of treated and untreated wood floor joist, Mississippi State University Forest Products Laboratory, Terry L. Amburgey. 6.7 Test report on efficacy of BORA-CARE applied to OSB, plywood, pressure treated wood and FRTW, June 12, 2000, Mississippi State University Forest Products Laboratory, Dr. Terry L. Amburgey and MS. S.V. Parikh. 7.0 CONDITIONS OF USE The National Evaluation Service Committee finds that the BORA- CAREO Termiticide, Insecticide and Fungicide described in this report complies with or is a suitable alternate to that specified in the 2000 International Building Code© with 2001 Supplement, the 2000 International Residential Code© with 2001 Supplement, the BOCA National Building Code/1999, the 1999 Standard Building Code©, the 1997 Uniform Building Code TM, and the 1998 International One- and Two- Family Dwelling Code subject to the following conditions: Maronda Systems Maronda Systems 4005 Maronda Way Sanford FL 32771 (407) 321-0064 Fax (407) 321-3913 Engineer of Record: Tomas Ponce, P.E. 367 Medallion PL. Chuluota, FI. 32766 FL PE # 50068, Design Criteria: TPI Design: Matrix Analysis TEE-LOK software PLAN JOB # LOT ADDRESS DIV/SUB MODEL 128 6CLO1303 13-3 WHEATFIELD ORO-6CL CHEK3 RIGHT CIR CHESAPEAKE K 3 This structure was designed in accordance with, and meets the requirements of TPI standards and the FLORIDA 2004 BUILDING CODE for 125 M.P.H. Wind Zone. Truss loading is in accordance with ASCE 7-02. These trusses are designed for an enclosed building. Truss ID Run Date Drawing Review d Truss ID Run Date Drawing Reviewed No. of Eng. 51 Dwgs: Layout 9-27-05 V, O 9-24-05 Roof Loads - VT 7-27-05 Q 9-24-05 TC Live: 16.0 psf TC Dead: 7.0 psf BC Live: 10.0 psf BC Dead: 10.0 psf HIP 7-27-05 R 9-24-05 A 9-24-05 S 9-24-05 B 9-24-05 T 9-24-05 B1 9-24-05 U 9-24-05 Total 43.0 psf C 9-24-05 V 9-24-05 C1 9-24-05 V1 9-24-05 DurFac- Lbr: 1.25 DurFac- Plt: 1.25 O.C. Spacing: 24.0" D 9-24-05 V2 9-24-05 E 9-24-05 V3 9-24-05 F 9-24-05 V4 9-24-05 PLANS REVIEWED CITY OF SANFORD OFFIC G 9-24-05 V5 9-24-05 H 9-24-05 V6 9-24-05 1 9-24-05 V20 9-24-05 J 9-24-05 V21 9-24-05 11 9-24-05 V22 9-24-05 J3 9-24-05 W 9-24-05 K 9-24-05 W 1 9-24-05 K1 9-24-05 Y 9-24-05 K2 9-24-05 Z 9-24-05 K3 9-24-05 Z1 9-24-05 K5 9-24-05 Z2 9-24-05 L 9-24-05 Z3 9-24-05 L1 9-24-05 Z4 9-24-05 L2 9-24-05 L3 9-24-05 M 9-24-05 N 9-24-05 INV # DESC QNTY OF ` DATE: FEB 'a 3 2006 18331 THD26 18330 THD28 18360 SKH26R 18361 SKH26L 18363 JUS26 23 18370 THJ26 1 18336 THD28-2 2 SEAT PLATES 138 40-0 o o z m K K z o v o Ir V V i u u LT T b I T \� �/ TI 3-0 I � JUS2 HAN SERE�� TI �� I d x \� A - 4PLY B i V \ c / 12 VOLUME CEILING 4 E 12 12 \\ �/ 6 F 6 m ODD SkACE ` G g" x ODD SPICE / F T 8'-0 CEIL�NG / m 12 \ \ '- TI 4 E \\\ I \ D I e / C1 d B1-3PLY V5. x I \ — D2b RANG \ / a THD28-2 HANGE I K. 3 J ODD SPACE J1 i K CEILING r N OI S / K r; I J1 V K1 KNEEWALL / \ 8'-0 CrILING / K2 TOM-0^ 8 J1 I KNEEWALL I / _ THD28-2 HANGERS, VOLUME CEILING- </ "1 Z4 12 — - L K3 — /� J 114 K5 - STRUCTURAL SCIS OR GABLEw- J FIELD FRAME (d H 1 -1 PLY JOB NUMBER: CHEK3 CUSTOMER: JOB NAME: CHESAPEAKE K L Z 9 Z DRAWN BY: tty DATE: 8.26-05 PITCH: 611284/12 O.H.: 1-0'81'$ Z F12 BEARING: 8" LOADING: 43psf I , t I� ` N t — 1 � --i— s-a � zao- FEB -0.3 -2 06 H 15-9-1' Summary S.h:eet COMMENTARY and RECOMMENDATIONS for HANDLING, INSTALLING & BRACING METAL PLATE CONNECTED WOOD TRUSSES tr t e oo vbily rofthein tallerlbuilder b �ildinocontractor licensedcontracior. �rectororerectron contractort toorooerlvrecerve unload store handle install and > metal slate connected Brood tru yes to orotectlrfe and orop The installer nust exercise the same high degree of safety awareness as with any otherstructural material. TPI does not intend these recommendations to be interpreted as superior .o the project Archlfecfs or Engineer's design specification for handling, Installing and bracing wood trusses for a particular roof or floor. These recommendations are she 11.r4hip PYnerience of leading technical personnel in the wood hlt r a n{wi "'r J Jn 1tf ZZ:4rifolp rn !Y i4 4'•P��71''N t1t�>+.�C"- a ^ ' ;ry C r1i +�• �� ate:. cL`t'r ,�,y e1•y .� �•,r-ll �;rih. } � 2' to 70 :�tl loa ,e IEP .rn:•.t�'`o �'�-- � lea ��i��rt�:N`3: c F•'.3�. TRUSS PLATE INSTITUTE 583 D'Onofrio Dr., Suite 200 Madison, Wisconsin 53719 (.608) 833-5900 . truss industry, but must, due to the •nature of responsibilities involved, be presented as a guide forthe use of a qualified building designer or installer. Thus, the'Truss Plate Institute, Inc, expressly disclaims any responsibility for damages arising from the use, application or reliance on the recommendations and information containedherein bybuilding designers, installers, and others. Copyright © by Truss Plate Institute, Inc. All rights reserved. This document or any pars thereof -must not be reproduced in any form without written permission of the .,t thrQhPr Printed in the United States of America. yTORAGE: %ssessfiolllcl;gotbe; . a .4tr t.' 4tcicn�ttty;, ncrgvy? , vrain�op un :es;Wjj,F #h lilcl�cause S. aw+• iM-=r.:,'6' av Ane;•l,��z •.G is • _ 5p -ter... . ;. •.w;,:,y:�:. ....., ..• . . y.._.. %._+.�:.'�rtit=' "':im +e.�� in{t'7i' I�P�,, `a�R'' •C-..��'- fi!' <' •�'i:!~:.:'Y ;y^ w;„�p�7�ln}��!;�Tntussesred:�arer,6ica�l'sfi_oul���be' _ e �1� �e:Ti:✓'ii:+.ri)i,:::vii}�S+n�Ay.::;.?`Ti.`:"^r..:.H'.F-."..:._:�,s,.§c^.;"�i%ns:P'hii r.•• it�{.?j. i 'ilt3 ,�rltl 1n t` �ii '11 f.Y atC�.:+:1 4 'itlY._......::.ra. Y::: h•.�...lr4r .S. �-_ . -' .: ;'p�'(�G�F3�•Doxtamcm}��or'`t�r�dles?�u•prrg"Fii�ur�fess'� •,�, .Siu::�"{ai4RrM... {F.R�•grdi i%aVT�I!... *Q SK �kfT.+..c:.vC�, -'" rope�"�raeed?'�omn • rea�barielssurifu!lbutldies., tawv(O' a.r5'rr.acrTFmr' u:•-r!.i.•�,�• -.,tr. �g��usseswvyia��hYare�l,'�iar��;f�a fi`s tje»e . ' an ero_a c.. arrtltc�sfyio d zblr:tsTpctly Off~ r:0 ISL i '..:.iA•i"YF r I.\•di I]I E� .. Frame A�pr Approximately %true i length Une a9 , �/, truss length Une .tne /, truss length Truss spans less than 30'. Ltttii the att8i Spreader Bar sling Toe In etc. Toe In Wei( Approximately . +/� to t/i truss length Less than or equal to 60' Spreader Bar Toe In I Approximately Y. to Vitruss len th Less than or equal to 60' Tag' Line Toe In Tag Line �:^ �. �1�113ItY.Uaaca..f.:4aiJV=....n^ —r--•. ..r�, �yt, t t. :•t'—�M.7V1fh••,yr!•^I Id;wI•.GY+N:acalG•i <G�R.OU, N.D�BRACII :G:0ILQIN: t;t�TEE IOA: r— brace - �. 5 I o �(uJ� i rLi tP�ty}4 i� t L L��A5 11r �j}r t ` Hb •;JiL�PI•`"iYvi•'! p. t J N. .t.,ai Strongback/ SpreaderBai etownr' — gporoximatelY 01 the . I yi to 3/, truss length tempo- Greaterthan. 60' Tag Line Strongback/ • 10' 10, SpreaderBai At or above mid --height I gpproxlmately J %to V, truss length Tag Greater than 60' Une t< hhi Wh-''IR+{ tI% �✓tLTS�An'n-. ,».'p�.w:�.Y !•,..:r •�-e:.n:.. ..• � :BU E�ERIO �G•RO'l1iVD,�13.R�7��Cl�t�G: ;II�D�I,N:�• R Top Chord Typical vertical nd We I t c attachment Plan S F' ,. F •.f. .f Blocking ��;r.��''�• t �'� ' � Ground Brace GBV �" C� .., `~ _ '�, Verticals (GBV) s n-_.— ti...... Frame z tat tie member with (HT) t'truaa of bra, cup of trueae (EB) Top ohorde that are laterally braced ran buckle toget ha r and cause eoliapee 11 there io no diaoo- net bracing: Diagonal brecinp should bo nailed' to the underside of the lop chord when purline are attached to the topside of the lop chord. DF - Douglas Fir -Larch HF - Hem -Fir 12 4 or greater —j Sp - Southern Pine SPF - Spruce -Pine -Fir Uc to 32' `+ 14 10 7 Over 32 - 46' 4/12 6' 4 Over 48' - 60' 4/12 5' 6 ssional engineer Over 60' See a registered profe ern Pine DF -.Douglas Fir -Larch Sp - Souiuce-Pine-Fir HF - Hem-Flr SPF - Sp Continuous Top Chord All lateral braces Lateral Brace —\ ` lapped at least 2 —� 1rUSSBS. 1p'orareater / r,� • / Attachment / 7 YY Required J Frame 3 12 -l 4 or greater 20 15 10 7 6 4 ,ional engineer SP - Southern Pine SPF - spfuce-Pine-Fir All lateral braces lapped at least 2 trusses. Bottorrl'chorO OragorzarLit a�+��y -r-- at each -rid of the building and at same spacing as top chord diagonal bracing. Cross bracing repeated at each end of the building and at 20' Intervals. WWEB' IMEMBBI PL74 I SPAN u c: MIN1Ml) EP�H �� O RD. .ltiATER,�LBRACE SP �CING(t°BS t' �`�,�. ••r�'j, >�j�'llrt; D�GONAI:'BR7YCE" r,SP.ACIN (DB, # fmsses'ry�!r GS1P 9:D:., iS.P.'F/ H F <+•. U to 32' 30" 8'1 16 10 ' Over 32' - 48' 42" 6' 6 4 Over 48' - 61L 48" S. 4 2 ' Over 60' See a registered professional engineer DF - Douglas Fir -Larch SP = Southern Pine HF - Hem -Fir SPF - Spruce -Pine -Fir !RJO?R' SS key Continuous Top Chord Lateral Brac Required Top chords that are laterally braced can buckle togetherend cause collapse lrthere is no diago- nal bracing. Diagonal bracing should be nalied 10, to the underaldo of the top chord when purlins are attached to the topside of the top chord. V_ The end �Msfip-01 diagonal brace for cantilevered End diagonals arISO. trusses must be- stability and must be dupl�ica1e placed on vertical both ends of the truss system. Webs In line with the support. '1.. ".ti �a s, YJ..M4.i •(.. ...j Jr... ouIJ.V.It; r3x2;PARA�LL�L�?.CHORD:<T•r'i, USS:TOr �GHORD�„ Top chords that are intern lly braced can buckle togetherand cause collapse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the lop chord when purlinc are attached to the topside of the top chord. 1�65� 15 rru O'(Oea ses 0 0 End diagonals: re BMdup- both stability and must bends of the truss system. Attac h mer Required 20'(Des) Us es, y SPF/HF� 2 O.C. . 30" or greater Continuous Top Chord Lateral Brace Required 10" or Greater Attachment i Required —/ tv Trusses must have lum bar oriented in the hori- zontal direction to'use this brace spacing. Frame 5 PLUMB Truss a W-AR M H ufy., op gvere �rs gi:&- b.dff&ng-� 0 ..am ... ....... -0 VTOLERA b BOW D4M Z' 1/4- 1 24" 2" 36" 3/4" 3- 48" 1" 4- 60" 1-1 /4" 1 5' 77 1 -1 tz' 6'.. 84" 1.3/4" 7' 96" Z' a,'. 1082" 9' Depth D(in) � Lesser of D/50 or Z' Maximum Plumb Misplacement Line nt IT-r)F-PLUMB INSTALLATION TOLERANCES. i T L(in) 20�*4 "334 50" 4" 4.2' 1 My' 21M8.31 I5Wr 314-l2.5 ' Length L(in) Lesser of U200 or 2" L(in) Lesser of L/200 or 2" 200' 1 16.7' ZSCIP 1-1/4' 20.8- 300" 1 -1 /Z' 25.01 OUT -OF -PLANE INSTALLATION TOLERANCES. trame 6 i MA ZONDd SYMMS 40W5 Maronda Way Date: March 5, 2003 To: Building Department From: Maronda Systems Tomas Ponce Professional Engineer State of Florida #0050068 Sanford, FL 32771 (407) 321.MU . Fax (407) 321-3913 Subject: Valley Trusses All valleytrnsses labeled VT-1 thru 100 are covered under the general connections lleonstareovided ed in the truss package signed and sealed by the engineer of record. The on the structural info sheet of the plans. All criteria of the valley trusses are noted on the general sheet. if you have any questions please feel free to can at 407-321-0064. tY; Ferel�, P.E. �,��1tlt6tiElIMEIl�p� Tom Ponce, Date: \\�� BPS p�� 3� slo3 ,�`` F,� ''� F i"'' r'� No. 00FOG58 I = b STATE C>F �cOR IV �y oNat TI : V' Qty:1 "7ESIGN INFORMATION taia desp b ft aa 1adi.N.d biding —Moab and 1, ban baud oa W a...daa pthe ad oddd by iaL Tba daipaa dhclaima ens rapomib 1!y rot dmga n a _n of lkey ar b...1.ft alos w-dO� imi .Wbr d dV a rmoisbd m abe aaa daipa by sae thc maamm w S"wM of EbbmRrmartoo a R mry ,d.t. m a wades polar and ac W:• ran h'sdsa m cnaaoi with -egad m . nmkaimt bmdllag. ante andtv.tallaiaa aranrras g This 0, bo bcm da ipd a m brdi.idaal hip7dioS ..Poo,, in O0 with ANSVfPI 1.19" sad NDS.97 m M b_pa dM n pan crab, bandlag d.dp by . edidmR Despa (rw•+aod areilad m poradmd.v&—. Wbm a ,vi—d 9. Wo.al by th. b0dmg dadpa• thc daip Ind rap aba.o ono be < <bakd m ba ao ra din abe dam abar'a an fo •8_m ,Lb be load WO&S.oda. IorA dua& rMat& fQ wind oa mo. � p ;a+w"ieaa,iow w W`dA spplid brads Udm ft,,% aam has oar b.m daipd ram o aaap or oao- r io,a. Tua dmw yam.. ' ramp.ioa.bend+(top or baaom) aa.ommaoady bmd by mathma Od.,a ise waiaan Wbaa boMoa cbard, b, tram oo a. not rally bmad Wady by a popsy .ppGcd Hod ccilaq duy aboald be brad a . mazi,nam wKNt or I1r-0' o.L coaaa.a plaa dog b. mm=rkroard Ono 20 pas. hot mppd N rncd I mpg ASTLd A 6A Gran. 40, aim otherwise am.o FABRICATION NOTES Prim to rabricaioa the rabricama dun twim this dn.hng to .airy do this drawmg Is m conrarmanca "0' the Mric.mra plms and m redia a a006da6 apmability 1m rash .airnudm. Any disacpao<ia all j� m be Pni to amtmg before coning or a b kilo_ Plan 6 dull be Fnadlcd ova Imothaln kaou a dismnd al (of USM RUIAS —ad to wood b fl sae be d.9 a k.0 am barb dcn d ft� � ad "I be syta .bad r I. mod aim atha.as. ft— A 5.4 pla. i$ d' .ids . d 4• long. A fiat Pi'u is fi- said.. r bag. Slad (bola) ram paa0d m the P_ bmgb wai6ad Doable cam o0 �.6 mamba■ msD then a the embnid of the webs mlm bo aipc ft. o Gaaaama P,a. drn arm®am n si= band ao den Ibaca d,oam and may aced to be b_..d thr ea,am ba.dlma -dlw aauoo 0. . MTbls ass i. -A to be rabricdd .ith sae rmdm nabsd lambs calm oma.in dtova For .di ido" hawmation ® Qaabq Casual Mrs to ANSYM 1.199s PRECAUTIONARY NOTES All br.clog and aauoo --oun doaa rollowd 1. acwda "Id''Hmdrmd. lnsW1?+g am. ba w �" � damns bar t* and bm mia6 dcOmy aae )1.W1.6an to avoid d-4. T®patsy and Paaaaco' br.cb t rat hobtmg bass Icd �e da b. dedpd pp Zo and y oda5 g a c p dal and ad insulld y othaa CRdkl b.ambg aeabn bracing Is+Maya "d- --a p aasoo ra a.aa -ph..acb taop--y br-W dmiog j.gaflztioo bd a . 10 avoid toppling and poi„& Tbc' 0f aadw of aossa seas be Oda d. aanbdol orp =.q-ia.d m the inaalbamn ortraaa. Prarm;ood advice se.B be ao.�tt u oadd Cmnamntlon of aaaanU .Waa bads Vwa than d a msp Imd,"nor be ap0id to Umm a ■ y dme No loads other lean the wdsht or atc ammo dadl be amlid to nos 2010 der all (kda>ang ad baa®g b Job: MARONDA SYSTEMS TOP CHORDS`:-2R95"2 BOT CHORDS: 2X4 SP 02 WEBS: 2X4 SP 93 Customer: TIC MUST BE CONTINUOUSLY BRACED BY ROOF SHEATHING UNLESS NOTED OTHERWISE. VALLEY MEMBERS TO BE SET PERPENDICULAR TO TRUSSES BELOW. IT IS NOT REQUIRED TO SHEATH TRUSSES BELOW VALLEY SET. VALLEY MEMBERS PROVIDE ALL NECESSARY TOP CHORD BRACING. WHEN VALLEY MEMBERS ARE NAILED DIRECTLY TO TRUSS TOP CHORDS USE (2) 16D NAILS PER INTERSECTION, OR TWO FEET ON CENTER. WHEN BELOW TRUSSES ARE SHEATHED FIRST USE (2) 10d NAILS OR (1) 16d NAIL PER INTERSECTION, OR TWO FEET ON CENTER. VARIES UP TO 1112 .. . DIAGONAL WEBS REQUIRED WITH SPANS GREATER THEN 28.0.0 0-0-4 WO:VALLEY SST OF WEB WITH 12d NAILS AT 8' O.C. OR A SCAB OF THE SAME DIMENSION AND GRADE AS WEB; NAILED : TO FACE (S) OF WEB WITH 10d NAILS STAGGERED VAI 8' O.C. SCAB OR TRANSVERSE BRACKING TO EXTEND FOR 90% OF WEB LENGTH..2X8 BRACE. REQUIRED ON ANY WEB EXCEEDING 14'. . : ; -dbmuoN VALLEY denotes ONE edge Or one face •••• denotes BOTH edges Or Both (aces. (1) ONE BRACE REQUIRED ON WEBS > = 94.0' LONG (2) TWO BRACES REO'D ON WEBS >=126.0' LONG. " VALLEY TRUSSES ARE ACCEPTABLE TO BE CANTILEVERED UP TO TWO FEET. . VALLEYtRU06ES. YP.) IF LESS THEN 3.0-0 THEN MOVE DIAGONAL WEB TO NEXT PANEI t 2x4 s 2x4 OR 5x6 ' OR 4x6 3x6 MONO VALLEY I IRONIES' r. —ll----'.. .._ � .sees: .• • �•I t WHEN DIGAONAL WEB PRESENT USE 4X6 PLATE . (tl WHEN NO DIAGONAL WEB PRESENT USE 2X4 PLATE 2x4 . 2x4 - 20 400 2x4 3x6 3z6 on 3z6 a^ 2z4 •4X6 OR •46 • 20 VALLEY MEMBERS AT 24 . D.C. (TYP) J VARIEB 12 MAX 6.0.0 O.C. (TYP) MAX 6.0-O.O.C. (TYP) MAX TRUSS SPACING —� BELOW a 48' O.C. SPANS UP TO 60-0.0 EXCEPT AS SHOWN PLATES ARE TL20 GA TESTED PER ANSI/TPI •1-1995 WARNING:. ' R2= AI.L NOTES OE THIS SHEET. S COPS airTHIS DRaxINO TO HE OIE27 VTO ERECTINO CONTRACTOR. HRACWC; I7ARNINOa Maro n da systems eadnt afn.n o. abb dmalnt is mr acnko brads` .dad bndeg pond bracing or dma. bradag .eke 1.. pan of the baedivg dedp sad vdnkh mast be cwddad y slot bm'17m' g dmpa• Hncini dm.o is R+ Iaad wppar araaa mambas ady m rcdnce backrmg length Pao.idrmt mw be made m antra load bracing a ends apd waiRd • naafiana daamnd y the bai6dmg dnsgm. Additioml bran; of she ova.B atrvnme may De ro7°°*b (Saz FDBAI orTPl}Fm wades has bracng aaoe®ands, aamx! �E dodgm.(Trm Plat tnaimte. 7PI h bnat.d a w 4005 MARONDA WAY Dpa,R;, q;.r pldnoo Wacamsn sn l9} Sanford, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICEN9E g WSM60 ]DOS VANNESSA DR. OVIEDO FL 32766 Design: Matrix yknalysis Profile Path: C:\TES-LoK\Rork\Jobe\MARONDA SYSTEHS\VT-Prx B'•N N 11 UPPORTING TRUSS P.) talyippp) Q : II.'� VALLEY AREA l— ® — SUPPORTING TRUSS VALLEY TRUSSES (TYP.) VOMMON OR GIRDER COMMON TRUSSES (TYP.) -.VALLEY STRAPPING TO TRUS$ Bf LQYf Q 4' o.C... :. Cont. Support __ Eng Job: DWgI Dagar:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf EIC Live 10.0 psf EIC Dead 2.0 p@f Studs A. 6-0-0 O.C. WO- VALLEY SST TI. V. 7/27/2005 Lbr DF: 1.25 Plt DF:'1.25 O.C.: 2- .0.1 0. TpI-02/FBC-04 Codes FLA v4.7.21-4355 anh: MARONDA SYSTEMS Customer' WO:HIPDETAIL Ti:nir DESIGN INFORMATION jTt.,.d.,d6- dr..d--1 b dr- i1-win�, . ha beenbud on Iddbdlw Proms by the dfaa The d.sip—dialdms-y responu 'yforsmuts,:. tmh or O-fry' m 0Om'-' mfamuna ,—it daiP: rmmtfird d me bm drdp by d diem ad the corramm aceollcyof tbb hfMmdm u 11 r. ay relne m . spail3c plojal atd .acpu w ;.'espwabUiry m ezacdd lmv ins o0 oamcs.. ' r brinrmo.lurdiob m)Pm n - iadi.id.al boildi, a Thb m bn be-dmPCd ANsvtPl I-1995-d b e i..-mp ttrcm C tm5-97 b be bcor cd n pat of me 6-idiot d-dP b a B-iNbt DenPQ (r�� ochited a mCmioml a Wb- rrnewd mr swpro.al 67 L9c baildmt dctp me dZV b:admp shows mmt be ;hatd b be smc tha me daa showw are i- -pemem .Im the bat bm7dmt �� lor�1 clime c rao. @r :.W co uw bah. , whom pr-)m � � . Zdesidad •pplid bads p} for pone m omp-c7lo.ds. Th) aedaie P amwo ^ rompmi--chords (top a bommt �' Iaacd b/ s4nmbt anlm ottsawae spaldcd Wttae hattom chords b t®-o R od fb➢y brad b—,dy by a poPdy WPIi?I � dtwW be brad n . •;scimum =11 or 10-0' o.c. f-awalm Plea daE be �. of-aectu d Boor "P•P bo1 Nppd Ph'mi:d pcd ,..tint ASTM A 6S3. Cade 406 West oft -wise shows . FABRICATION NOTES mar m fYdkpioa tdc Odicnm tbaE � m mce .Ub dr-wivt 10 - tbn mif dnwbt me 6bricamh Phm -d to «aloe a pydimp rapwa3B10 Ibr -cts raifkdaam fdo�.>l�� m be pn b wnwt bcl8re wtttat shall oat be bpallad oea Iadhol4 bt, m dbwtd piles Mcmbms s4ea be m W �iovBt on boor he" ofFndoy C000sada Plato , ;he Iron wim oafb dilly Imbddd ad shaA be syas abom •a Joim .Im oihawhe -he plSt h S' wide a s' bay A PaaDd b me bat plate is Soh (tsola) r- . I -ph tpaidcd p-ablc csbt w 1.,b mmbas,b.0 mat n me c-o-)d of ft webs olm ot6�se sllora pl0. dce ac m®mam dust bald w rorca shawo ad may oad to be braeaxd Rn casts h-mi-i sad!ma at> b oohd Ttds om h o-t m be adbnd lumber -lm -Itsawise ft— For adduimal ioWmnbow Q.14 C..00l rcfa m ANSVM nI-I993 PRECAUTIONARY NOTES. c to be All bncby -d aecliw�ra�'H�6 � folbwd b atmtdaa- &ac)oS . )®•91. Tnaa are m be b-dld who am hcsy h.a.d so vOW hadbtTcco? rM tmd�Pmm-m itwalladw m asbid dtwate bracby Por b°Nm/ baa0 to a pnl�d td pl-mb Pei ad N redgm6lacd rdce <hdl be daiPd ad bsWld by,.has. Cmfbl btmdllat h ass -lid ad oat)oo bra i b~ segnlsrb Nmma1 ptoo-Iboary .doo rbr asap roga6e sects Impma7 6ncbtt dmIDs haul dw bawcw b>t4m m..ow topplby and dambaby The gpaRow of aeviw a beats man be ads me emmol of pa-m aWaimcd iu the maunlw orbm eL Parmiw-1 d.lec shall be woad Ulf oeedsd Ccttaob>da- at t Sou bds Psta tlt- sha plads y oa be �plld to busm af-711to< t==q bads m-the weidd of me yaws sbdl be .gelid m owae -sill ills -0 f * -d beam{ h R-mPlaed. HIP GIRDER • LaCa S s;+ems OIid i . 4005 MARONDA WAY Sanford, FL. 327n (407) 321-0064 Fax (907) 321-"i3 TOMAS PONCE P.E. LICENSE 00050068 IDOS VANNESSA DR. OVIEDO FL32766 Design: Matrix Analyeie 2x BLOCKING ADDED TO TOP CHORD OF 'STEP HIP TRUSSES • TO .SHORTEN (' r— v n r—f n r1 A 'in W� KARNINU READ ALL NOTES ON THIS SHRET. A COPY O7 THIS DRANIHG TO BE GZT/EH TO ERECTING CONTRACTOR. BRACING MtHIM or dmB+r boil-t.tskts h a pn d Bradvt shoo- w Ihb dnw4t how amlw btatL:L wbd br>tday portal brads: stsoswo b mr latan soppan of bm me btnldm; dmP ad .hich map be eamidaed by the bmTdbt da+Pa• tcmj mmbaa only tordoce loss latch Po.ivom omst be made to or baetad 6racbt n txds sad 1pai6d bc.tibm dcrambd by the bo•hliab tlesiPa• Additiwd b vdng of me o.caU mvc0ae may be «aobod (See H1"l o(TPf)Fm �8c boa brats: m-b®eo, wmam boa t dcdpu•(T[m flan hwi ma TH b bnbd 1150 G•Omfib pbs Madlsoa Wbabsb 53714 Profile path: Cs\TR9-L0&\Nork\Jobe\i'R0=A SYSTB25S\VT-Prx (I F/a /fl/ Eng Job: Dwg: Dsgnr:,TLY Chk: TC Live • 16.0 psf TC Dead 7.0, psf . BC Live 10.0 psf. BC Dead 2.0 ptaf WO: HIPDBTAIL TI:. HIP 7/27/2005 Lbr DF: 1.25 Plt DF:-1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Codes FLA DESIGN INFORMATION This design is fen an individual building component and has been based on information provided by the diem. The designer disclaims any reryonsibility far damages asa result of faulty or incorrecl infomation. specifications andlor designs famished to the truss designer by the client and the correctness or accuracy of this information a it may relate to a specific project and accepts no responsibility or aacises - coowl with regard to fabrication handling shipment and installatimm of tresses. This muss has been designed a an individual building compoom in accordance with ANSVTPI 1.2002 and NDS-02 to be incorporated a part ofthe building design by a Building Designs (registered architect or professional engineer). when reviewed fen approval by the building designer, the design badings shown man be checked to be Pre that the data shown are in agreement with the local buiding codes, local climatic records fen wind or anew loads. Project specification Or special applied bads. Unlm dh A muss has rot been designed fen storage or occupancy bads. The design assumes compression chords (top or bottom) ass continuously braced by sheathing unless otherwise specified. where bottom chords in tension are not folly braced laterally by a properly applied rigid ceiling they shwW be braced a a maximam spacing of te4' o.c. Connector plain shall be manufactured from 20 gauge hen dipped galvanized sled meeting ASTM A 653, Grade 40. unless otherwise sboa- FABRICATION NOTES Rim to fabrication the fabricator shall review this drawing to verify that this drawing is in conformlanee with the fabricators plans and to realize a continuing responsibility fm such verification. Any discrepancies are to be put in writing before coming or hbricasion. Plan shall aw be installed ova kmtboles. ovens or dinmted grain. Member::ball be cot fen tight fitting .cod to wood hearing. Connector plates shill be to=led on both laces of the tram with nails filly imbedded and shall be sym. show the joint mlm odwwise she- A 5.4 plate is 5' wide a a' bng. A 6ag plate is 6' wide a 8' brag. Sits (boles) run paralld to the plate length specified. notable ctns on web members shall men m the cmwid of the webs unless otherwise crown. Go ten pine aiw ere minimum sizes based an the fore= mown and may need to be increased fen certain handling andjm section Preen. This mass is not to be fabricated with fire ra ndans treated lumber unless otherwise mown For additional information on Quality Conwl refer to ANSUTPI 1-2002 PRECAUTIONARY NOTES All bracing and auction recommendations are to be bliwrd in -cordmca wish'Handling. installing and Bracing'. MB-91. Trusses are to be handled with panintar can during banding and handling, delivery and insulation to avoid damage. Temporary and permanent bracing fen holding tresses in a aright and plumb position and loot resisting laurel forces mall be designed and installed by others. Careful handling is essential and oration bracing is always required. Normal precautionsu) action ran tma= requires aoeb temporary bracing dig imunatm berw^een masses to avoid topping and domiming. The mpavisim of traction ormvaa shall be under the crawl or persons experienced in the installation of trusses. Professional advice mall be sought tf odes. Concm=ion of consunaimh loads grater than the design loads shall not be applied to truss= at my Gene. No loads other than the weight of the crectorc mall be applied to masses mil after all fastening and bracing is Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEX3 TC: 2x 6 SP #1 D 2x 8 SP #1 D 4- 7,7-30 BC: 2x 6 SP #1 D WB: 2x 4 SP #3 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. 4-PLY TRUSSI fasten w/3wx 0.120" nails in staggered pattern per nailing schedule: TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. 1/21 thru-bolts at 24- o.c. shall be installed on TC&BC in addition to nailing. Distribute loads equally to each ply. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -13899 0.30 A 24-23 12239 0.42 2- 3 -14730 0.31 A 23-22 14914 0.51 3- 4 -16812 0.13 A 22-21 22751 0.65 4- 5 -17504 0.17 A 21-20 22761 0.64 5- 6 -26268 0.21 A 20-19 26472 0.72 6- 7 -27788 0.19 A 19-18 26472 0.72 7- 8 -27788 0.19 A 18-17 22763 0.64 8- 9 -26269 0.21 A 17-16 22753 0.65 9-10 -17508 0.17 A 16-15 14918 0.51 10-11 -16818 0.13 A 15-14 12242 0.42 11-12 -14734 0.31 A 12-13 -13903 0.30 A --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.63/735-1.25/371 7 Horiz. 0.29 0.57 NA Max DL Deflection L/751 . -0.62 Long term deflection factor . 1.50 4 PLYS REQUIRED Lineal Footage . 385.9 7-4-0 1 2 3 4 6.00 T 4-3-12 0-6-6 Face = 0- 2- 8 0-8-0 5095# 8.00" 3.00 7-10-11 9) b 279# MULTIPLE LOADS -- This design is the composite result of multiple loads. This 4-PLY truss designed to carry 111 0" span framed to BC one face 2- Ow span split -framed to opposite face WndLod per ASCB 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bid Type. encl L. 40.0 ft W. 40.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. In -Plant Quality Assurance with Cq. 1 ----MA%. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 5095 -1 -1829 B Pin 39- 8- 0 1 5096 0 -1816 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-13899/4821,2-3.-14730/5094, 3-4.-16812/6192,4-5.-17504/6441, 5-6.-26268/9836,6-7.-27788/10419, 7-8.-27788/10419,8-9.-26269/9837, 9-10.-17508/6442,10-11.-16818/6194, 11-12.-14734/5095,12-13.-13903/4822, HOT CHORD 24-23.-4201/12239, 23-22.-5269/14914,22-21.-8400/22751, 21-20.-8402/22761,20-19.-9827/26472, 19-18.-9828/26472,18-17.-8403/22763, 17-16 8401/22753,16-15.-5270/14918, 15-14.-4211/12242, Webs 2-23.-641/1939,23-3.-1821/937, 3-22.-436/810,4-22.-2601/7228, 22-5.-5665/2220,5-21.-113/451, 5-20.-1517/3980,20-6.-914/397,6-19.-545/1452, 19-7.-190/128,19-8.-545/1452,8-18.-914/397, 18-9.-1516/3978,17-9s211,3/351, 165 1 f L 15ipSS a Uve Pj_y.� 9 • 1000 24-2-10 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO BAECTIHG CONYRACTOA. BRACING WARNING: Maronda Systems Bracing mowcd'pmdawingifnone,mimb�otw;nd�ei�pottal ipa.Bm�m°ou��ei�woppmofpan � We hoilding design and which most be considacd by the roikling designs. Bracing mown is fen lateral mppon of tuna members only at reduce buckling length. Provisions man be made to anchor lam bracing at ends and specified locations determined by the building designs. Additional bracing of the overall structure may be required (See HIB-91 of TPI).For specific truer bracing requirements, contact building desigoa.(froa Plate Institute. TPI is located a 593 4005 MARONDA WAY DOwfaio Drive. Maeim4 Wisconsin 33719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M0050068 367 Medullas FL Chs itiotae FL 32706 TI:A Qty:4 ' .............. Joint Locations ------------- .. 1)0- 0-0 9) 27-10- 3 17) 27-10- 3 2) 3- 2- 8 10) 32- 8- 0 18) 24- 2-11 3) 5- 3- 4 11) 34- 8-12 19) 20- 0- 0 4) 7- 4- 0 12) 36- 9- 8 20) 15- 9- S. 5) 12- 1-13 13) 40- 0- 0 21) 12- 1-13 - 6) 15- 9- 5 14) 40- 0- 0 22) 7-10-11 7) 20- 0- 0 15) 35- 9- 2 23) 4- 2-14 8) 24- 2-11 16) 32- 1- 5 24) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -0-10- 8 -46 0- 0- 0 TC Vert L+D -23 0- 0- 0 -23 3- 0- 0 TC Vert L+D -46 3- 0- 0 -46 37- 0- 0 TC Vert L+D -23 37- 0- 0 -23 40- 0- 0 TC Vert L+D -46 40- 0- 0 -46 40-10- 8 BC Vert L+D -20 0- 0- 0 -20 3- 0- 0 BC Vert L+D -227 3- 0- 0 -227 37- 0- 0 BC Vert L+D -20 37- 0- 0 -20 40- 0- 0 Concentrated LBS Location BC Vert L+D -279 3- 0- 0 BC Vert L+D -279 37- 0- 0 .WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 2-23 1939 0.16 C 19- 8 1452 0.12 23- 3 -1821 0.07 C 8-18 -914 0.04 3-22 810 0.06 C 18- 9 3918 0.32 4-22 7228 0.58 C 17- 9 451 0.04 22- 5 -5665 0.25 C 9-16 -5663 0.25 5-21 451 0.04 C 16-10 7228 0.58 S-20 3980 0.32 C 16-11 810 0.06 20- 6 -914 0.04 C 11-15 -1822 0.07 6-19 1452 0.12 C 15-12 1940 0.16 19- 7 -190 0.01 C 7-4-10 10 11 12 13 -6.00 iX8 4x6 3x4 0-6-6 4-2-6 4 Sx6 -3.00 Face =0-2-8 0-8-0 5096# &00" 7-10-11 6 15 0- 0 279# (R 9) Scale = 0.1518 Eng Job: DWg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf WO: CHER3 TI: A 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Analysis Yrorlle Yarns n j%-haw r I I Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:B Qty:1 - DESIGN INFORMATION This design is form individual building eo npaom and has been bused on information prmidrd by the dim. The designer disclaims my responsibility for damages as a remit of fishy or mcossect information. specifxatlons adfor design furnished to the run designer by the client and test correcmm m accuracy of this mformatim u is may relate to a specific project and accepts - responsibility or uercisn on control with regard to fabrication handling shipment and smaliniw oruvssa. This tr n has been designed as m individual building component in ae,,.,d-n,e with ANSLrrPl 1-2002 ad NDS-02 to be incorporated as pm of the building design by a Building Designer (registered architect or professional engineer). Wben reviewed for approval by the baiMing designer, the design badivgs show most be checked to be we thin the data sbown are in agreement with the local building codeslocal climatic records fed wind or snow bads project specification m special applied loads Unless show, torn has uses been designed C. storage or oecap-y bads. The design assumes compression chords (top or bosom) arc comimonsly braced by sheathing unless otherwise specified. Where bottom chords in tension are not folly bated laterally by a properly applied rigid ceiling they should be braced at a maximum spacing or to,-T o.c. Coenaetor plates shall be mamlhctsred fiem 20 Singe but dipped galvanized steel mectin8 ASTM A 653. Grade 40. unless otherwise mown. FABRICATION NOTES Prior so fabricationn, the fabricator mall review this drawing to verify that this drawing is in conliuIDmce with the fabricator's plan and w r alize a cominaing responvbiliry for such verifxatios. Any d6serepancies are to be pot in writing before totting or fabrication. Mates shall twt be installed over knotholes, toots or dismrted pain. Metiers shall be m for tight riming wood to wood baring Connector plains shall be both on both film of the truss with mails fWy imbedded and than be aim. abed the join uWm otherwise dhow. A 5a4 plate is5' wide x 4' long A 6x8 phm is 6' wide x g' bog. Sloe (bola) ram parallel to the plane length specified. Double cuts on web members a wi meet at the cmroid orthe webs umess otherwise show. Comecwr plate d:a are minimum sirs based on the Cored mow and may need to be imc+uwd for cdram handling a Wm erection strtaes This tins it ram to be fabricated with bra retatdsm new lumber uWem otherwise mown. For additional information on Quality Control refer in ANSIff PI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommeodation are to be followed in aumd-. with'Handlbg Installing and Basing'. HID-91. Truces ate w be handld with particular as during banding and Grilling deli%wy and installation in avoid damage. Temporary and permanm bracing fed bolding mosses in a straight and plumb position and roe resisting lateral forces mall be designed and imasd by other Ca cH handling is -4, and erection bracing is always required. Normal precautionary action Ibr wssM requires inch temporary bracing during installation between runs to swid toppling and domiva,4 Thempervisiosoferectonofrosashahbe under the consul of perams experienced in the installation ortasns. Professional advice shall be sougm it nettled. Concentration of annunraim loads parr than We design bads shall ram be applied to muses at any time. No bads other thm the weighs of the ereetora shall be awlid to Cusses until after all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP 02 WB: 2x 4 SP #3 2x 4 SP #2 2-10,5- 9 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. ----MA%. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1766 0 -873 B Pin 39- 8- 0 1 1766 0 -873 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5271 0.44 A 12-11 4777 1.00 2- 3 -6938 0.77 A 11-10 4777 0.84 3- 4 -7018 0.36 A 10- 9 7007 0.99 4- 5 -7005 0.79 A 9- 8 4780 0.86 5- 6 -5273 0.44 A 8- 7 4779 1.00 .WEB. ..PORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2-11 1422 0.46 C 4- 9 -285 0.06 C 2-10 2235 0.93 C 9- 5 2295 0.48 C 10- 3 -309 0.06 C 8- 5 1431 0.46 C 3- 9 24 0.01 C MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CaC, V. 125mph, H. 15.0 ft, I- 1.00, Exp.Cat. B, Ezt- 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedules Webs Brace Pt Joint to Joint 1/2 5- 9 Bracing shown is for visual purposes only. 184 continuous lateral bracing attached with 2- lld nails each member where shown.Bracing MUST be positioned to provide equal unbraced segments OR 2x4 wTw brace may be nailed flat to edge of web with 12d nails spaced 8- o.c. Brace must extend at least 90% of web length 2x6 Brace required on any web exceeding 14e. --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.80/583-1.57/295 9-10 Horiz. 0.37 0.74 NA Max DL Deflection L/600 - -0.77 Long term deflection factor . 1.50 .. ------------ m vm ..Joint Locationsei-- 1)0 0-0 5) 31- 4- 0 9) 22- 8- 0 2) 8- 8- 0 6) 40- 0- 0 10) 17- 2- 1 3) 17- 2- 1 7) 40- 0- 0 11) 8-11-11 4) 22- B- 0 8) 31- 0- 5 12) 0- 0- 0. In -Plant Quality Assurance with Cq- 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s)t 9 FORCES (lb) - Max Compression/Max Tension TOP CHORD. 1-2.-5271/2323,2-3--6938/2990, 3-4--7018/3032,4-5--7005/3021,5-6--5273/2323, HOT CHORD 12-11--1968/4777,11-10--1944/4777, 10-9--2763/7007,9-8--1943/4780, 8-7--1968/4779, Webs 2-11--456/1422,2-10--803/2235, 10-3.-309/247,3-9--6/24,4-9--285/244, 9-5--833/2295,8-5--457/1431, 8-8-0 22-8-0 8-8-0 1 2 3 4 5 6 Face =0.2-8 as-o 1766# 8 00" 6.00 _ 6Y12 3.00 6.00 1 4-10-6 0- 6- 6 Face =a2-8 _*410- 8-0 1766# 8.00" 8-11-11 22-0-10 8 11-11 12 1 10 I - 40- 0- 0 1 - (R - 5 4) - fxslh5 4) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.1576 WARNING: Eng Job: WO: CHER3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: T I: B M a ro n d a Systems Bracing sbowa on this drawing is not cmetio bFadng wind bracing. pond baring car similar bracing which is a Tan of Dsgnr:TLY Chk: 9 / 2 4 / 2 0 0 5 the building design and which must be considered by the building designer. Bracing show is for lateral support of muss assar members only to reduce buckling length. P-risims mug be made in anchor Lateral bracing at ends and specified TC Live 16.0 psf Lbr' DF : 1.25 locations determined by the building designer. Additional bracing of the overall mucture may be repaired. (See HIB-91 P of TPI).Fm specific truss bracing ngahmms. comact building dcsigntr.(Trass Pfau Imitate, TM is located at 593 TC Dead 7 . 0 psf P 1 t DP : 1.25 4005 MARONDA WAY D'ounfrioDdMMadison, Wisennin53719). Sanford, FL 32771 BC Live 10.0 psf O.C.: 2- 0- 0 (407)321-0054 Fax (407)321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE OWS0068 BC Dead 10. 0 p8f Code: FLA 307It1 110,nFLChuk3o%FL32766 TOTAL 43.0 Psf v4.7.21-14219 Design: Matrix Analysis rroxiie rains a .a\a.ya,. Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:B1 Qty:3 DESIGN INFORMATION This design is for an individual building component and has b® based on information prosidrd by the demThe i. design. disclaims any responsibility for damages " a emit.fraulry"meca coninformation,spmirK ti' and/or desigm furnished to the truss designer by the client and the coriectem or accuracy of this information as it may relate n a specific project and accepts no responsibility or camises no control with regard to rabricatioo, handling sbipmem and installation of mosses. This truss has been designed as an individual building component in accordance with ANSYTPi 1.2002 and NOS-02 to be incorporated as pan of the building design by a Building Dmgner (registered architect err professional emg"ss). Wben reviewed for approval by the building design.. the design loadings shown mop be checked to be sue that the data shown are in agreement with the local building code& local climatic records for wind "mow bads. project specifications or special applied bads. Unless shown trm has tot been dmgncd for storage or occupancy bads. The design asmma compression ctmds (op or bounm) arc cominonusly braced by sheathing unless otherwise specified. Wbm bottom chords in tension are not fully braced laterally by a properly applied rigid ceiling they should be boxed n a maaiecom spacing of 101-V o.c. Connector plat. shall be manufactured from 20 gmge but dipped galvaoind pal meeting ASTM A 653. Cnde 4 now otherwise shown. FABRICATION NOTES Prior to fabricatiom the fabricator stall review this drawing to verify that this drawing is in conformance with the fabricames plans and m fawn a continuing responabiliry fro such verification. Any discrepancies are to be put in writing before totting or fabrication. Plata shall out be installed over knotholes, koots or mom"' grain. Members still be an fm light fining wood to wood bearing. Convenor plate shall be lomrcd on both faro of the nuns with nails fiilly imbedded and shall be sy- abed tbejoint calm otherwise sbowa A 5a4 pine is 5' wide a 4e long. A 6a8 plate is 6e wide a 8' king. Slots (bola) rot parallel to the plate length specified. Double cuts on web members pull mot .t the rcotroid of the webs unlm Otherwise mown. connect" plane sines are minimum sizes based m the fortes mown and may need to be bereafed fro certain tmdlmg and/or crecnon pima. This true is out to be fabricated with rue retardant treated lumber now otherwise show. For additional information on Quality Control refer to ANSVrPI 1-2002 PRECAUTIONARY NOTES NI bracing and erectioo .commendations are to be followed in accordance with •Handling. Installing and B,acin;'. MB-91. Trusses are to be handled with particular are during banding nd bundling. deli-y and installation to avoid damage. Temporary and permancos bracing roe bolding trtusa in a straight and plumb position and for resisting lateral forces shall be designed and installed by others. Careful handling is essential and eoaimn bracing is always required. Normal weary action for lro0a req¢ua inch temporary bracing during installation baweeo trusses to amid toppling and lain& The supervision oferection ofames all be under the control of penans experienced mb the installation oftrnsse,. e+ofessicau advice mall be songht it necdrd. Covs9tntbo ofoonstnKtion load: greases teas we design loads sill rot be applied to trmtsses at any time. No wds other than the w eigb orthe .caors mall be implied to trusses mail after all face tivg and bracing is completed. TC: 2x 6 SP #2 2x 8 SP #2 3- 6,6- 8 BC: 2x 6 SP #2 2x 8 SP 02 15-18,13-15 WB: 2x 4 SP #3 2x 4 SP #2 8-14,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCR 7-02, C&C, V. 125mph, H. 15.0 ft. I. 1.00, exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Trues in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 3057 0 -1590 B Pin 39- 8- 0 1 2734 0 -1570 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 19- 2 -542 0.03 C 15- 6 -157 0.01 C 2-18 1650 0.18 C 15- 7 2099 0.22 C 3-18 2348 0.25 C 7-14 -1321 0.07 C 3-17 3404 0.36 C 14- 8 5244 0.32 C 4-17 183 0.02 C 13- 8 2240 0.24 C 17- 5 -2227 0.14 C 13- 9 1369 0.15 C 16- 5 197 0.02 C 9-12 -491 0.03 C 5-15 1093 0.12 C 3 PLYS REQUIRED Lineal Footage . 285.6 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. 3-PLY TRUSSI fasten w/3"x 0.120" nails in staggered pattern per nailing schedule. TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Repeat nailing as each ply is applied. Distribute loads equally to each ply. Bracing Schedule: Chords Max O.C. From To BC 72.0- 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -8957 0.25 A 20-19 7985 0.58 2- 3 -10584 0.28 A 19-18 8206 0.58 3- 4 -12853 0.17 A 18-17 10014 0.40 4- 5 -12855 0.18 A 17-16 14868 0.60 5- 6 -15852 0.21 A 16-15 14869 0.62 6- 7 -15856 0.21 A 15-14 14144 0.60 7- 8 -13845 0.21 A 14-13 8792 0.42 8- 9 -9270 0.24 A 13-12 7257 0.52 9-10 -7912 0.22 A 12-11 7053 0.52 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.41/999-0.89/520 6 Horiz. 0.20 0.44 NA Max DL Deflection L/960 . -0.48 Long term deflection factor .•1.50 ..............Joint Locations— ............ 1) 0- 0- 0 8) 31- 4- 0 15) 20- 8- 0 2) 4-10-14 9) 35- 1- 2 16) 16- 2-11 3) 8- 8- 0 10) 40- 0- 0 17) 11- 7- 4 4) 11- 7- 4 . 11) 40- 0- 0 ' 18) 9- 1-11, 5) 16- 2-11 12) 35- 1- 2 19) 4-10-14 6) 20- 8- 0 13) 30-10- 5 20) 0- 0- 0 7) 23- 9- 5 14) 23-11- 1 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLP To TC Vert L+D -46 -1- 0- 0 -46 41- 0- 0 BC Vert L+D -40 0- 0- 0 -40 40- 0- 0 Concentrated LBS Location BC Vert L+D -866 11- 7- 4 BC Vert L+D -1394 20- 8- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-8957/4327,2-3.-10584/4719, 3-4.-12853/5531,4-5.-12855/5529, 5-6--15852/6641,6-7.-15856/6644, 7-8.-13845/6325,8-9.-9270/4729, 9-10.-7912/4315, BOT CHORD 20-19.-3846/7985,19-18.-3936/8206, 18-17 4400/10014,17-16.-6289/14868, 16-15.-6290/14869,15-14.-6262/14144, 14-13.-4433/8792,13-12.-3929/7257, 12-11.-3834/7053, Webs 19-2.-542/145,2-18.-385/1650, 3-18--1184/2348,3-17.-1200/3404,4-17.-35/1e3, 17-5.-2227/985,16-5.-166/197,5-15.-246/1093, 15-6.-157/122,15-7.-309/2099,7-14.-1321/299, 14-8.-1828/5244,13-8.-1312/2240, 13-9.-401/1369,9-12.-491/161, 8- 8- 0 22- 8- 0 8- 8- 0 1 2 3 4 5 6 7 8 9 10 6.00 0-8 - o 57 I2-10- o 308.00" .. 9-1-11 ,, 21- 8-10 4) COSMETIC PLATES (2)3X6 (12)2X4 866# 1394# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO HRECTINO CONTRACTOR. BRACING WARNING: Maronda Systems Bracing nd�w;oau�.ec„ii'dacd &w;d n�ignr.Brtiogmri.u�ba'am suhi=.pm,ef we build ng sang. and wh cb mop be conddered by tee build ng designer. Bracing mown a 1br las.al mPp"a ortrnss nembef only to reduce buckling Iengih. Provisions most be made to awlw'a m' bracing at coda and specified locations determined by the building designer. Additional bracing of the overall structure may be ,aryued. (See HIB-91 of TPI)For specific toss bracing nquio®tams. emotes building dcdgm.(Ton Plate 1-ita e. TPI is locaed to 593 400S MARONDA WAY aonorrioDrive.Madison. Wisconsin 5nw). Sanford, FL 32771 (407) 3=-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE *OO50068 307 11a1a1111on FL Chuhtet% FL 32760 6.00 4x6 4-10-6 5x6 0- 6- 6 3x -3.00 Face =0-2-8 0-8-0 2734# 8.00" 9-1-11 2 1 1 - (R - 4) Scale = 0.1536 Eng Job: WO: CHEK3 DWg: TI: B1 Dagnr:TLY Chk: 9/24/2005 TC Live 16.0 paf Lbr DF: 1.25 TC Dead 7.0 paf Plt DF: 1.25 BC Live 10.0 paf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 oaf v4.7.21-14220 Designs Matrix Analysis rroxiie Yatn1 a:i \1all-war\Marx\JaDa \a.asanJ \l.n8anraswn6 e, i\o1.y1 Job: CHESAPEAKE E 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:C Qty:l I DESIGN INFORMATION TMs design is far an individual building component and has ban based on information pm'ided by the diem. The designer disclaims any responsibility fa damages a a =11 of faulty or incorrect information, specifications anNor designs famished to the truss designs by the client and the -con, oc raysacy of this information as it may tdae m a Wmifx project and accepts on responsibility a camis s o control with rcgxrd to fabrication, hmdling shipment and installation of trusses. This mass has ban designed as a individual building component in accordance with ANSVrPI 1.2002 and NDS-02 to be incorporated as pan of to building design by a Building Dmigues (registered architect or professional engineer). What reviewed for approval by the building designer, the design loadings shown a = be checked to be sure that the data show are in agreement with the local building codeslocal climatic roads for wind a sow loads, project specifications or special applid loads. Unitas down truss bas ant been designed for storage or oaopancy bads. The design aaama compression chords (top m b000m) art continuously braced by sheathing maim otherwise specified. Where boom chords in tension arc our Polly braced laterally by a properly applied rigid ceiling, they should be braced at a maximum spacing of 10'4r o.c. Comato plan shall be meatfactmed from 20 gage hot dipped galvanized sal mating ASTM A 653, Grade 40. select otherwise show. FABRICATION NOTES Rim to wricauon. the fibawamr tall review this drawing to verily Out this drawing is in conformance with the fabricames plans and to realize a continuing responsibility lot such verification. Any discrepancies are m be pot in writing before tatting or fabrication. Rues Ball not be installed ova kotholes, knaa on dismted Vain. Members shall be em fan tight filling wood to wood boring. Co.-= plan shall be looted an bob fans o1 to tram with c tits rally imbedded and shall be syrx abase the joins unless otherwise shown A 5x4 plate is 5' wide x V long A 6xg plate is 6' wide x g' long. She (bolo) rem parallel to to plate length specified. Double cuts on web members dull meet s the cemmid of the webs unless otherwise down. Ca®ator plate sim are minimum sizes based on IM taco shown and may aced to be increased for certain handling and/or [ration stresses. This notes is aim to be fabricated with rase raardml treated lamber adess otherwise down. for additional i.immation on Qasity Control refs to ANS VrPI 1.2002 PRECAUTIONARY NOTES All bracing and erection retommtndumnf are to be followedin accordance wit'Flndling, Installing ad Bracing'. FOB-91. Tresses are to be handled with putiadar ere during banding and Willing, delivery and installationm avoid damage Temporaryad pain bracing fa holding bustn m a straight and plumb position and fan resisting lateral forces shall be designed and installed by others. CvcfW handling is coanial and «mild bracing is always required. Normal precautionary action for masses reclaim such temporary bracing dig installation between basses to avoid toppling and domioing. The supervision oraation of trusses shall be under the consul or persons experienced in the installation of masses. Rofasimal advice shall be sough if needed. Coocemn k o of construction loads grainer than the design loads shall net be applied to trusses at any time. No loads other than to weight of the aacton shall be applid to masses mail aBa all fastening and bracing is TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the BC: 2x 6 SP 61 D composite result of multiple loads. 2x 6 SP #2 8- 9,7- 8,6- 7 WndLod per ASCE 7-02, CeC, V. 125mph, WB: 2x 4 SP #3 H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 2x 4 SP #2 2- 8,4- 8,0- 0 Bld Type. encl La 58.0 it W. 40.0 ft Trust All COMPRESSION Chords are assumed to be in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf continuously braced unless noted otherwise. Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension Bracing Schedule: TOP CHORD 1-2.-5202/2282,2-3.-6416/2804, Chords Max O.C. From To 3-4.-6416/2804,4-5•-5202/2282, BC 48.0" 0- 8- 0 12-10- 4 BOT CHORD 10-9.-1922/4720,9-8.-1885/4694, Webs Brace Pt Joint to Joint 8-7.-1885/4694,7-6.-1921/4721, 1/2 2- 8,4- 8 Webs 2-9.-449/1466,2-8w-642/1775, Bracing shown is for visual purposes only. 8-3.-446/383,8-4.-642/1775,7-4.-448/1467, ]34 continuous lateral bracing attached with .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- lld nails each.member where shown.Bracing 2- 9 1466 0.47 C 8- 4 1775 0.51 C MUST be positioned to provide equal unbraced 2- 8 1775 0.51 C 7- 4 1467 0.47 C segments OR 2x4 "T" brace may be nailed flat 8- 3 -446 0.10 C to edge of wab with 12d nails spaced 8" o.c. Brace moat extend at least 90% of web length 2x6 Brace required on any web exceeding 141. .............=Joint Locations .......... %.... 1) 0- 0- 0 5) 40- 0- 0 9) 10- 3-11 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 3) 20- 0- 0 7) 29- 8- 5 4) 30- 0- 0 8) 20- 0- 0 In -Plant Quality Assurance with Cq. 1 ----MAR. REACTIONS PER BEARING LOCATION----- R-Loc BSet Vert Horit Uplift Y Type 0- 4- 0 1 1766 0 -867 B Pin 39- 8- 0 1 1766 0 -867 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5202 0.56 A 10- 9 4720 0.76 2- 3 -6416 0.78 A 9- 8 4694 0.89 3- 4 -6416 0.79 A 8- 7 4694 0.86 4- 5 -5202 0.56 A 7- 6 4721 0.98 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.68/687-1.33/348 3 Horiz. 0.34 0.68 NA Max DL Deflection L/707 . -0.66 Long term deflection factor . 1.50 10-0-0 20-0-0 10-0-0 1 2 3 4 5 6.00 4011 5-8-8 0- 6- 6 3.00 Face = 0- 2- 8 0- 8- 0 12-10- 4, 17 .. 10- 3-I1 r, 19- 4-10 6.00 (10- 9- 4) COSMETIC PLATES (2)3R6 (12)2R4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO 88 GIVEN TO ERSCTING CONTRACTOR. BRACING NARKING: Dug' EMaronda Systems Bracing shown on this drawing is anM t erection Miring wind wind bco, portal bracing similar bracing which is a part Of Dsgnr : TLY Chk : the Wilding design ad which mast be considered by the Wilding designer. Bracing show is for Was support of trees am only to reduce baekl'mg length. Provisions most be made to anchor lateral bracing as ads ad specified TC Live 16 . 0 psf locations determined by the Wilding desigoa. Additional bracing of the ovva0 mncmre may be required (Sec HIB.91 P err TPI).For specific um basing reywir®cros, contact Wilding daignc.(Tmas Rae Insime. TR is located as 583 TC Dead 7.0 psf 4005 MARONOA WAY DOwnio Drive, Madison Wisconsin 53719} Sanford, FL. 32771 BC Live 10.0 psf (407)321-0064 Fax (407) 321-3913 BC Dead 10.0 psf TOMAS PONCE P.E. LICENSE MMSOD68 Sol II I --n FL Ch ltaots, FL 32796 ITOTAL 43.0 psi 1 5-6-6 0.6-6 Face = 0- 2- 8 _LO- 8-0 17669 8.00" 4) WO: CHER3 TI: C 9/24/2005 Scale - 0.1576 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: matrix Analyaa9 rrvaa.a.a raa.ur - +v .a.-.. Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:C1 Qty:l ' DESIGN INFORMATION TC: 2x 6 SP #2 MULTIPLE LOADS -- This design is the .............. Joint Locations ............... . BC: 2x 6 SP #1 D composite result of multiple loads. 1) 0- 0- 0 5) 40- 0- 0 9) 30- 3-11 716. deign is foranindividual building compomantand has been based- information prorided by the client. The 2x 6 SP #2 8- 9,7- 8,6- 7 WndLod per ASCS 7-02, C&C, V- 125mph, 2) 10- 0- 0 6) 40- 0- 0 10) 0- 0- 0 designer disclaims myresponsibility fordamages aa Was 2x 4 SP #3 H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 3) 20- 0- 0 7) 29- 8- 5 retell of faulty or imconect information. specifications 2x 4 SP #2 2- 8,4- 8,0- 0 Bld Type. enel L. 58.0 ft W. 40.0 ft Truss 4) 30- 0- 0 8) 20- 0- 0 andlor designs far fished to the taus designer by the client' and the corramm or accuracy ofthis information as it All COMPRESSION Chords are assumed to be in INT zone, TCDL- 4.2 pef, BCDL- 6.0 pef In -Plant Quality Assurance with Cq- 1 may relne to a specific project and accepts no continuously braced unless noted otherwise. Impact Resistant Covering and/or Glazing Req ----MAX. REACTIONS PER BEARING LOCATION----- responabilityoraercisamcoovolwithregardm pORCB9 (lb) - Max Compression/Max Taneioa Bracing Schedule: X-Loc BSet Vert Horiz Uplift Y Type fabncavon.bamliss&shipment and imullmossofuussm TOP CHORD 1-2.-5202/228212-3.-6416/2804, Chords Max O.C. From To 0- 4- 0 1 1766 0 -867 B Pin This torn has been designed as an individual building 3-4.-6416/2804,4-5--5202/2282, BC 48.01 0- 8- 0 12-10- 0 39- 8- 0 1 1766 0 -867 B H Roll component maccmdancewith ANSVfPl1-2002and NDS-02 to be incorporated a pan ofthe building design BOT CHORD 10-9--1922/4720,9-8--1885/4694, Webs Brace Pt Joint to Joint PROVIDE UPLIFT CONNECTION PER SCHEDULE by. Building Designer (registered architect OF 8_7.-1685/4694,7-6.-1921/4721, 1/2 2- 8,4- 8 ..TC. ..FORCE..CSI. Cr ..BC. ..PORCE..CSI. professimadcaginar). When reiewedforapproval by Webs 2-9.-449/1466,2-8--642/1775, Bracing shown is for visual purposes only. 1- 2 -5202 0.56 A 10- 9 4720 0.76 tlx hoildmg desgm, the dingo Ioad;n sboa9 man be ,baked mbesarothat she data showss are inagreement 8-3--446/383,8-4--642/1775,7-4.-448/1467, 1X4 continuous lateral bracing attached with 2- 3 -6416 0.78 A 9- 8 4694 0.89 0.79 8- 7 4694 0.86 .imthe local building codcslocal cli- records fir WEB. ..FORCE..CSi. Cr WEB. ..FORCE..CSI. Cr 2- lid nails eneh member where ehown.Braeing 3- 4 -6416 A aimor mow Wads. Project specif.nim+orspecial 2- 9 1466 0.47 C 8- 4 1775 0.51 C MUST be positioned to provide equal unbraced 4- 5 -5202 0.56 A 7- 6 4721 0.98 applied load&Unless mos'atrust has not been designed 2- 8 1775 0.51 C 7- 4 1467 0.47 C segments OR 2x4 IT, brace may be nailed flat --------GLOBAL MAX DEFLECTIONS --------- forstorage oroecupancyloadt The designassame 8_ 3 _446 0.10 C to edge Of web with 12d nails spaced 8• o.c. LL TL compression chords (top or bonam) arc continuously brxedbyde thmgadmotheraisespaifrcd. where Brace must extend at least 90% of web length in./Ratio in./Ratio Jnt(s). bottom chords intansionare not fbflybraced laterally bya 2x6 Brace required on any web exceeding 14'. I.Span -0.68/687-1.33/348 3 properly applied rigid ceiling they should be braced at a Horiz . 0.34 0.68 NA maximum spacing of 104' Ise. Connector Plates shall be Max DL Deflection L/707 - -0.66 manufactured f1mm20 gauge but dipped gal.mind stud Long 1.50 term deflec tine factor 1 mating ASTM A653. Grade 40. unlunlessothaarise shoats. FABRICATION NOTES Prim to fabrication. the fabricator shill review this drawing to verify that this drawing is in aufmmanee with the fabricators plans and toreline a cormium ll responsibility for such verification. Amy discs, is are to be pat in sifting before cutting or fabrication. Mate. shall not be installed over knothole, knots or distorted grain. Members shall be an for tight feting wood to wood haring. Connector plain shall be looted on bah fans of 10-0-0 20-0-0 10-0-0 the tuns with nails fWly imbedded and shall be s)mo about the joint unless otherwise show. A 5.4 plate is 5• aide : 2 3 4 5 4• long. A 60 pine is 6• wide a g• long. Slots (bola) 1 nm parallel to the plate length specified. Double cots on arb members sha0 mat at the cmroid of the webs holm 6.00 otherwise sb-- Connector plate sires are minimum sizes baud m the forte showss and may need to be 5X 10 increasedfor Catlin hurdling sudrm cation messes. 500 sX I o This trust is ram to be fabricated with fire rasudam trued lumber mlm aherwise showy. Foradditional information on Qmafity Control refer to ANSVTPI 1.2002 PRECAUTIONARY NOTES 5-8-8 1 5-6-6 11 0 All bracing and creation recommendations ere to be 8X10 8X10 0-6-6 followed in accordance with •Hurdling Installing -0 0-6-6 aX8 8X 1 _ SXH Bracing•, FD11.91. Tresses are to be hamdled with - 1$ particular art during banding and bundling. dclisrry and installation to .void dmnagc. Temporary and permavat bracing for holding.trusre straight a aight and plumb forces be dezigmd 3.00-3.00 pomioo and lox resisting lateral shall and inWcd by others. Careful handling is o-mial and Face = 0- 2- 8 Face = 0- 2- 8 amino baring is always re pdrod. Normal pnauionsry setmn fbr mosses require such tanporuy bracfmg daring installation bewean write to avoid suppling and 0-8-0 r, r,0-8-0 be 12-10- 0- L dominuing The mpmisim of erection of oesses shall in 'I 1766# 8.00" ase nds e control of persons experienced the insfallatioo of trusts. Professional advice shall be mught 17 10- 3-11 19- 4-10 10- 3-11 if needed. Comzooaslon of ansmmion lads grater than 6 she design Inds shall not be applied to tease at any time. o I No bds other than the aright of the erectors shall be 1 _ 40- - 0 - applied to crosses until atla all finaning and bracing is R 5 4 ( ) (R S 4) COSMETIC PLATES (2)3X6 (16).2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERsCrm CONTRACTOR. BRACING WARNING: M a ro n d a Systems Bracing shorn on this dining is not maim baring. wind bracing portal bracing or similar bracing which is .µin of the building dingo and atkh must be considered by the building designer. &zing show is for head support of muss members only to redact buckling length. Provisions most be made to anchor lat rsl bracing at ends and specified locaians daamined by the building designer. Additional bracing of We overall mucuare may be regabed. (See FOB-91 of mP Fro specific muss bracing requirement contact building designa.(Tma Mae Institute. TPI is located at 593 4005 MARONDA WAY D'Ooofeio Dric, Madim4 Wiramsin 53719} Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 207 Ms1 dfan FL CM kwlb% FL 22764 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.1576 WO: CHEK3 TI: Cl 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Analysis erorale eaLat 4\v.+.yaw Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:D Qty:2 I DESIGN INFORMATION This design is for an individual building component and has been based on information pm clad by the diem. The design. disclaims any r.q-bility for damages es a -all of faulty or incorrect information spaiflcatiom and/or designs famished at the tress designer by the client and the ooriocmm m acemacy of this information as it may relate to a specific project and accepts on respooabiliry era onon or exeisctrol with regard m l fabrication, handling Wpmem and installation of trusses. This oast has been designed as an individual building compoornt in tceardaoce with ANSVrPI 1-2002 and NOS-02 to be inctepmaed as pat of the building design by a Building Designer (registered asehitoct or professional engne.). When -wed for approval by the building designer, the design loadings shown must be chocked to be mare that the data show ate in agreemm aith the local building codes, local climatic records for wind or mow Ioads. project R-ifaaions or ap-ial applied bads. Unless shoaR tmss has not been designed for storage or occupancy loads. The design: assumes compression chords (top or bottom) are continerou ly braced by sheathing artless othavise specified. Where bottom chords in tension as ore fully braced laterally by a property applied rigid ceiling they should be braced at a maximum spacing of 19-M o.e. Connector plates shall be manufactured from 20 gauge hot dipped Ovanirid seal meeting ASTM A 653, Grade 40. calm mb.wise abeam. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verily that this drawing is in canlbret witb the fabricators plans and to twat ■ continuing responsibility for such v.ifncatima. Any discrepancies are to be pot in writing before tatting or fabrication. Plata shall can be installed over knotboles• knots m dis omed gain. Members shall be em for tight fitting wood to wood boring connector plate shall be braced on bah fans of the truss with nails telly imbedded and shall be slm about the joins unless otherwise shown A 5x4 plate is 5' wide x 4' long. A 6xg plate is 6- wide a g' long. Slots (holes) red parallel to the plate length spesifred. Doable cuts on web members sban meet at the centmid of the webs unless ade-in shown comment, plate size as minimum sizes based an We forces above and may need to be incrcucd for certain handling andfor.cction stresses. This man is ore to be fabricated with fire rcerden treated lumber tolm otherwise shown. For additional information on Quality Cannot rcf. to ANSIrrPl 1.2002 PRECAUTIONARY NOTES All bracing and eration secs mdatiam are to be rnllowed in accordance witb'Handling. leaulling and Bracing . t0B-91. Tam etc to be heodled with pam.dat eta during boding and h dhng ddh-y and installation to avoid damage. Tempmary and p.manem bracing fed holding tram in a straight and plumb position and for resisting lateral forces shall be designed and installed by tubas. Careful handling is -vial and erresim bming is alaalt nNntired. Normal ps®diamary action red tresses r emit mcb temporary baemg dunes installation between trusses m avid toppling and dominoing. The mpetvision of eratioo of tram that] be males the control of pe sod experienced in the installation of nesses. Professional advice that] be sonatnt if n-dad Conamratiot of ennarect m leads grainer than the design bads shall not be applied to teem a any time. No bads other, than the weight of the erocloa chat] be applied to tasteas tail alla all fastening and basing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 11-12,10-11,8-10 WB: 2x 4 SP #3 2x 4 SP #2 3-11,5-11,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. ----MA2:. REACTIONS PER BEARING LOCATION----- )f-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1767 0 -861 B Pin 39- 8- 0 1 1766 0 -860 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 13- 2 180 0.05 C 11- 5 1170 0.62 2-12 223 0.06 C 10- 5 1476 0.47 3-12 1481 0.47 C 10- 6 224 0.06 3-11 1169 0.62 C 6- 9 178 0.04 11- 4 -382 0.09 C --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.56/828-1.10/420 4 Horiz. 0.33 0.65 NA Max DL Deflection L/853 . -0.54 Long term deflection factor . 1.50 648 0- 6- 6 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CeC, V. 125mph, H. 15.0 ft, Ie, 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft We 40.0 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0" 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5130 0.37 A 14-13 4616 0.78 2- 3 -4967 0.41 A 13-12 4676 0.68 3- 4 -5657 0.46 A 12-11 4546 0.78 4- 5 -5657 0.46 A 11-10 4545 0.76 5- 6 -4965 0.42 A 10- 9 4675 0.86 6- 7 -5134 0.38 A 9- 8 4619 1.00 .....m� ... ..Joint Locations- .............. 1) 0- 0-0 6) 33- 9- 2 11) 20- 0- 0 2) 6- 2-14 7) 40- 0- 0 12) 11- 7-11 3) 11- 4- 0 8) 40- 0- 0 13) 6- 2-14 4) 20- 0- 0 9) 33- 9- 2 14) 0- 0- 0. 5) 28- 8- 0 10) 28- 4- 5 In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5130/2330,2-3.-4967/2220, 3-4.-5657/2539,4-5.-5657/2539,5-6.-4965/2219, 6-7.-5134/2332, HOT CHORD 14-13.-2004/4616,13-12.-2028/4676, 12-11.-1769/4546,11-30.-1769/4545, 10-9.-2028/4675,9-8.-2005/4619, Webs 13-2.-76/180,2-12.-115/223, 3-12.-532/1481,3-11.-459/1169,11-4.-382/354, 11-5.-459/1170,10-5.-530/1476,10-6.-115/224, 6-9.-73/178, 11-4-0 17-4-0 41 11-4-0 1 2 3 4 5 6 7 6.00 3.00 0-8-0 12-10- 0 1767 40- 4) COSMETIC PLATES (2)3x6 (12)2%4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVE! TO Manondes Systems BssboG CONTRACTOR. BRACING WARNING: Brac-ing am On this dating is rim ertatim bracing wind bracing penal bracing or similar bradng whkb is pan of the building design and sticb must be considered by the building designer. Bracing show is fed lateral anppen of mass members only W reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified locations determined by the building designer. Additional bracing of the meall structure may be raprirod. (Sex we-91 of TPI).Fw apaifk truss bracing repiremms, contact building desigo..(frass Mae maitum TPI is located a S33 4005 MARONDA WAY 13'Onofrio Drive, Madison, Wisconsin 57719} Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 307 MedAl B /L Chukbd+& FL 22796 lw4 -6.00 II- Eng Job: Dwg : Dsgnr:TLY Chk: TC Live 16.0 pef -TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf TOTAL 43.0 vsf 6-2-6 0- 6- 6 Face = 0- 2- 8 8-0 1766# 8.00" 4) Scale = 0.1576 WO: CHER3 TI: D 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-1422? Design: Matrix Analysis Frorile rains La\-Galt-LVa\1`1Dra\eIDDa\l:aafFi\a:D[SpNMAB n .a\a..ya,s Job:' CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:E Qty:2 I DESIGN INFORMATION This design is for an individual Wilding compoom and has bom based on information provided by the dim. The desigaa disclaims any r..pmvbility for damages as . remit of (=try or incorrect information, specifications =&w designs famished to the troy designer by the cJim and the correctness or accuracy of this information as it may rdue te ■ specific Project and accepts no resp firility m exercisesoat control with regard to 66riestion. handling shipmm and cosullauoo of u ao. This crua has been designed a an individual building component in accordance with ANSUfPI 1.2002 and NDS-02 to be incorpmucd a put of the building design by a Building Designer (registered arclitect or Professional agiom) When revrewvd for app 1 by the building designer. the design loadings shown most be checked to be mice that the data shown art in agrcmm with the local building codeslocal climatic records for wind or mow bad& Project al-ificatiom or special applied bads. Unlm showm truss has rut been designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are mmi®wsly braced by sheathing unless otherwiu specified. W'bere bottom chords in tensioa are not fully braced laterally by ■ properly applied rigid ceiling, they should be braced a a maximum spacing of l(r4r o.c. Coonecte, plates shall be co-futerred ft.20 Small, boa dipped galvanized sued meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in coufarmance with the fahricames plans and to rolin a continuing responsibility for sucver h ification. Any diurtprc aies are to be put in westing before cunning or fabrication. Planes Ball rot be installed over knotholes, knots or distorted grain. Members shall be m for tight fining wad to wood bearing Cor mmr plates shall be located on bath faces of the trues; with nails fully imbedded and shall be s)R abase the joint adm otherwise show. A 514 plate is V wide x 4' long A 6.9 plate is 6' wide x 8' long. Slots (holes) me parallel to the plate length specified. Doable cats on web members shall mat a the cmmid of the win unless otherwise sbow. Connector plate sizes are minimum sizes based on the forces shown and may need to be incrusted for certain handling and/or erection suesse& This tress is rut to be fabricated with fate retardsm created Lumber calm otherwise shown. For additional information on Quality Coatml refer to ANSVfPI 1-2002 PRECAUTIONARY NOTES All bracing and erection necammendations arc to be followed in accordance with 'Handling. Installiand ng a aracisy'. wB-91. Tresses are to be handled with particular care during Wading and bundling delivery and ireWlasion ceawid damage. Tmporuy and pamananf bracing for bolding encases in a straight and phumb position and fur resisting lateral fortes shall be designed ad installed by others. Careful handling is eamial and erection bracing is always required. Normal Prcamioouy action for trusses repine; inch tmpxuy bracing during installation betwea woes to avoid toppling and dome ing. The tope vi of erection of trusses shall be ander the central of, experienced in the installation of trusses. Professional advice shall be sought if needed. Coneoru tim of mnstmetian loads greater than the design Inds shall m be applied to trusses at any time. No bads other than the %'eight of the errrmes shall be applied to woes until after all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 10-12 WE: 2x 4 SP #3 2x 4 SP #2 3-11,5-11,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. ----MAB. REACTIONS PER BEARING LOCATION----- R-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1766 0 -854 B Pin 39- 8- 0 1 1766 0 -854 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 13- 2 190 0.05 C 11- 5 760 0.32 C 2-12 310 0.21 C 10- 5 1478 0.47 C 3-12 1478 0.47 C 10- 6 310 0.21 C 3-11 760 0.32 C 6- 9 190 0.05 C 11- 4 -315 0.08 C --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.50/932-0.98/472 4 Horiz. 0.32 0.63 NA Max DL Deflection L/959 . -0.48 Long term deflection factor . 1.50 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, CeC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B. Rat- 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.0% 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5198 0.39 A 14-13 4690 0.80 2- 3 -4785 0.42 A 13-12 4733 0.67 3- 4 -5056 0.32 A 12-11 4358 0.68 4- 5 -5056 0.32 A 11-10 4359 0.68 5- 6 -4785 0.42 A 10- 9 4734 0.65 6- 7 -5199 0.39 A 9- 8 4690 0.76 .............. • .....Joint Locations............... 1)0- 0- 0 6) 33- 1- 2 11) 20- 0- 0 2) 6-10-14 7) 40- 0- 0 12) 12-11-11 3) 12- 8- 0 8) 40- 0- 0 13) 6-10-14 4) 20- 0- 0 9) 33- 1- 2 14) 0- 0- 0. 5) 27- 4- 0 10) 27- 0- 5 In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5198/2331,2-3e-4785/2140, 3-4.-5056/2311,4-5.-5056/2311,5-6.-4785/2140, 6-7.-5199/2331, SOT CHORD.14-13.-2003/4690,13-12.-2020/4733, 12-11--1668/4358,11-10.-1669/4359, 10-9.-2020/4734,9-8.-2003/4690, Webs 13-2.-61/190,2-12.-308/310, 3-12.-527/1478,3-11.-305/760,11-4.-315/300, 11-5.-305/760,10-5.-527/1478,10-6.-308/310, 6-9.-61/190, 12-8-0 14- 8- 0 12-8-0 1 2 3 4 5 6 7 6.00 (.vR 7-0-8 0 6- 6 Face = 0- 2- 8 3.00 0-8-0 12-10- 0 17 8.00" 12-I1-11 14 0-10 6.00 -3.00 (Intl 5 4) COSMETIC PLATES (2)3R6 (12)2R4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN 1'O ERECTING CONTRACTOR. BRACING WARNING: Dwg. M d ton der Systems Bracingor ng down on this dewing is oamino bracing wind bndng ports] bracing or similar bracing which is a port of Dsgnr : TLY Chk : the building design and which most be considered by the building designer. Bracing show is for lateral support of bass members only to reduce buckling length. Provisions most be made to anchor lateral bracing at ads and specified TC Live 16 . 0 B f fixations determined by the building designs. Additional bracing of the overall structure (See w octu a may be respired. (Se-9] P orm).For Worifc trust bracing roquirmms, contact building dtsgnet.(Ttm Rate Imtim a TPI is bend al 593 TC Dead 7.0 ps f 4005 MARONDA WAY D'Omfrio Drive. Madimt, Wisconsin 53719). Sanford, FL.32771L BC Live 10.0 psf (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MMS0068 BC Dead 10. 0 pef 367 MadnWon FL Chuhaota, FL 32746 TOTAL 43.0 psl 6-10-6 0-6-6 Face = 0- 2- 8 _*0_ 8-0 1766# 8.08.00" 4) WO: CHER3 TI: E 9/24/2005 Scale = 0.1576 Lbr DF: 1.25 Plt DFt 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis Prorlle races c.xrice.-.n�nvrrckUvvekw.naw��w.mtaasraeawa Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:F Qty:2 I DESIGN INFORMATION This design is for an individual building component and has been brad on information provided by de dicat. The design. disclaims any responsibility for damages a a remit of faulty or iueortat informatio , specifuaiom and/or designs furnished to the ones designer by the client and the correctness or accuracy of this information as it may relate to a specific Project and accepts; no responsibility or aereisn on connol with regard to fabriadon. handling, shipment and installation oftrusses This nun has been designed a an individual building component in accordance with ANSUTPI 1-2002 and NDS-02 to be incorporated a pan of the building design by a Building Design (registered architect or professional engine.). When Mimed for approval by the building designer. the design loading shown must be checked to be sure that the data mown are in agee®at with the local building coda. local climatic records for wind or stow bads. Project specifeeatioN or special applied bads. Unless shown. ova has can been designed for storage or occupancy bads. The design asthma compression chords (top or bottom) arc eomiwmsly b,.d by d-thmg mica ah.wiu spmir, der Where bottom chords in tension are not fully braced laterally by a property applied rigid ceiling. they mould be braced at a maximum spacing of 117-0, o.e. Connector plan shall be manufactured Dom 20 prig, hot dipped galvanized steel meeting ASfM A 653. Grade 10. artless otherwise mown FABRICATION NOTES Prior to fabrication. the fabricator mall review this drawing to verify that this drawing is in couformance with the fabricator's plans and to realize a cominumS responsrbility Cor such verifeation. Arty discrepaacin m to be pot in writing before cutting or fabrication. Mates mall rot be installed over kaorlales. lors or dinned grain. Member shall be em for light fining wood to wood bearing. Connector plate shall be located m bah faces of the um with Nile fully imbedded and mall be sym. about the joins unless otherwise mown. A Sal pine is 5' wide a 4' long. A 6a8 Plate is 6' wide a 8' long. Slots (bola) run parallel to the plate length specified. Double cuts out web members shall men m the centraid of the webs unless otherwise mown Connector plate size ere minimum sin based co the forces mown and may need to be =teased for certain handling and/or.ectioo stresses. This truce is nor to be fabricated with fire raardam tressed lumber unless otherwise mown. For additional infmmadem on Quality CmWI refer to ANSUCPI 1-21202 PRECAUTIONARY NOTES NI bracing and aectim recommendations are to be followed in accordance with 'Hand ling. Installing and Bracing'. H10-91. Tmtse are, to be handled with particular are, during bording and bundling delivery and installation to avoid damage. Temporary and permanum Dazing for holding onsses in a straight and plumb positron and fr resisting lateral Cmen mall be daigned and installed by others. Careful handling is essential and eaees m bracing is always required. Norval preautlomay action for vussn repairs such temporary bracing during installation between bean to avoid toppling and domino4 The mpenisim of.mtim of uuaa shag be under the control of, eperi-.d in the installation of bean. Professional advice mall be we& if oreded. Corazntntim of ennnnu im bads greater than the design Inds mall not be applied to troan at curry time. No bads other than the weight of the etectatn mall D< applied to trusses new afcr all fastening and bracing a completed. TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 10-12 WB: 2x 4 SP #3 2x 4 SP #2 2-12,3-11,5-11 6-10,0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5242/2322,2-3.-4594/2054, 3-4.-4565/2121,4-5.-4565/2121,5-6.-4594/2054, 6-7.-5243/2323, HOT CHORD 14-13.-1992/4740,13-12.-2003/47711 12-11.-1564/4166,11-10.-1564/4166, 10-9.-2003/4771,9-8.-1992/4740, Webs 13-2u-48/199,2-12.-526/393, 3-12.-519/1472,3-11.-193/463,11-4.-239/242, 11-5.-193/463,10-5.-520/1472,10-6.-526/393, 6-9.-48/199, 7-8-8 0- 6- 6 Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. Wndl.od per ASCE 7-02, CRC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Bracing Schedule: Chords Max O.C. From To BC 48.01 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -5242 0.40 A 14-13 4740 0.80 2- 3 -4594 0.44 A 13-12 4771 0.66 3- 4 -4565 0.27 A 12-11 4166 0.61 4- 5 -4565 0.27 A 11-10 4166 0.61 5- 6 -4594 0.44 A 10- 9 4771 0.64 6- 7 -5243 0.40 A 9- 8 4740 0.77 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.47/996-0.92/505 4 Horiz. 0.32 0.62 NA Max DL Deflection L/999 . -0.45 Long term deflection factor . 1.50 ....m•..Joint Locations .......... uva- 1)0- 0- O 6) 32- 5--2 11) 20- 0- 0 2) 7- 6-14 7) 40- 0- 0 12) 14- 3-11 3) 14- 0- 0 8) 40- 0- 0 13) 7- 6-14 4) 20- 0- 0 9) 32- 5- 2 14) 0- 0- 0- 5) 26- 0- 0 10) 25- 8- 5 In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1766 0 -847 B Pin 39- 8- 0 1 1766 0 -848 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 13- 2 199 0.05 C 11- 5 463 0.15 2-12 -526 0.38 C 10- 5 1472 0.47 3-12 1472 0.47 C 10- 6 -526 0.38 3-11 463 0.15 C 6- 9 199 0.05 11- 4 242 0.07 C 14-0-0 12- 0- 0 14-0-0 1 2 3 4 5 6 7 6.00 3.00 0-8-0 12-10- o 176 8 00" Kw4 6.00 7-6-6 066 Face = 0- 2- 8 _� 0- 8-0 1766P#58.00" 14-3-11 11-4-10 14-3-11 jR1j 14 13 2 40- 0 0 ° 1 COSMETIC PLATES (-f ) 3�a(4) (12) 2s4 (R 4) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRA .(; TO BR GIVEN TO 1111 CONTRACTOR. BRACING III! Macon des Systems Bradntg mown on this drawing is out ereetim bracing wind °torn& portal bearing or similar !racing which is a part of the building design and which must be considered by the building designer. Erasing slaws is for lateral support of ones members only to reduce borkling lengb. Provisions most be made to anchor lam bracing a cods and specified locations Zen.; ned by the building design. Additional bracing or the overall mncmre may be required. (See MB-91 of TPI).For specific buss bracing requirements. contact building desipa. f froa Mae Institute. TPI is located as 583 4005 MARONDA WAY Dtloollio Drive. Madison. Wisconsin 53719} Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 11 ' "', PL Chuluots. FL 32760 Scale = 0.1534 Eng Job: WO: CHEK3 Dwg: TI: F Dsgnr:TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/PBC-04 BC Dead 10.0 psf Code: FLA Design: matrix Analyeis rrOlale racnn c.Naaa-von v.orww Svc .Yaw Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:G . Qty:l e I DESIGN INFORMATION This design if for an individual Wilding component and has b® based on information ran, ed by the client The designs disclaims may r - bility for damages a is small of faulty or inanities informnion. specifications adfor designs famished to the tross designer by the client ad the contractors or accy of this information a it may relate as a specific project and attepts no rapow'biliry or nercises on control with regard to fabrication, haadlwg, sbipmm cad inaallnion of tresses. This tress has ban ,',signed a an individual bailding eomponem in acwrdaaee with ANSVfPI I-2002 and NDS-02 to be inampornrd a pan of the building design by ■ Bcildiag Designer (registered arehilecl or profmdonal mgirsacr . whom reviewed fa approval by the building desigaa. ibe design loadings shown most be choked to be sorc that the data shown am in agTeemanl with the local building codes lad climatic records for wind or now loads. project specification a special applied loads. Unless showy am ba rot been designed for swage ar uccnpaacy loads. The design assumes compression chords (rep or broom) are contiaamsly braced by d-hing mlm otherwise gstcified. Where bottom chords in tension are not Polly brad laterally by a property applied rigid ceiling, they sbn$d be braced in a masimom spacing of 10'-0' o.c. Comector plea shall be mus factored from 20 gunge hot dipped galvanized steel mewing ASTM A 653, Grade A mless otherwise shown. FABRICATION NOTES Prior to fabrication, the fahricnor shall review this drawing to verily that this drawing is in coafomanca with the fabricames plans and to realize a mominaing raposess inch ver for cification. Any discrepancies are to be pat in writing before tatting or fabrication. Mites mall not be iasalled over btromoles. torn err drstoncd grain. Members mall be as for tight fining wood to wood boring. Conescom plates dull be located on baths fam of the tnsa with nails folly imbedded and shall be sins. sbaul the joint onless otherwise dawn. A Us plats is 5' wide a 4' long A 6x8 plus is 6' wide a 8' long. Slots (bola) ran parard in the plate lengib specified. Double eau on web members shah meet a the cenuoid of the we unless othawise mown. Comecmr sign are m plate inimum sizes based on the fortis mown and may need to be increased for cation handling and/or cation assesses. This bag is rot to be fabricated with fee rcbrdam awed limber a dmi aherwifC shown. For additional information on Quality Control refer to ANSVfPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recammendatima nC to be fblmwed in accordance with'Hand dling. Installing a Bracing'. FOB.91. Trusses arc to be handled with particular ae dining banding and hulling delivery and installation in avoid damage. Temporary and permanent bracing for holding bassi in a straight and plumb position and fa raiaiag lateral fortes rem be designed alms red by othos. Careful handling is essential and .set- bracing is dwa)s required. Normal preautiooary action for noses mpaira inch tamporary bracing during installation between amain to avoid toppling and dominating. The apavision of cation of ansses mill be coder the control of persons experianced in the installation of trusses. Rofessimd advice mall be sought tr oaded C000maation cifomnioctiotr moll greater than the design Inds shall not be applied to trusses at ivy time. No loads other than the weight of the erectors moll be applied to aorta mail after all fastening and bracing is TC: 2x 6 SP #2 BC: 2x 6 SP #1 D 2x 6 SP #2 9-10 WE: 2x 4 SP #3 2x 4 SP #2 2-10,3- 9,5- 9 0- 0 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-5230/2298,2-3.-4469/1999, 3-4.-4086/1922,4-5.-4470/1999,5-6.-5230/2298, HOT CHORD 12-11.-1964/4734,11-10.-1967/4757, 10-9.-1506/4084,9-8.-1967/4757, 8-7.-1964/4734, Webs 11-2.-35/193,2-10.-621/423, 3-10.-502/1564,3-9.-1/2,9-4.-502/1565, 9-5.-619/423,5-8.-35/194, Face = 0- 2- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I- 1.00, 6xp.Cat. B, Kzt. 1.0 Bld Type. encl L. 58.0 ft W. 40.0 ft Trues in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Res; Bracing Schedule: Chords Max O.C. From TO BC 48.0" 0- 8- 0 12-10- 0 Bracing shown is for visual purposes only. ..TC. ..FORCE..CSi. Cr ..BC. ..FORCE..CSI. 1- 2 -5230 0.41 A 12-11 4734 0.80 2- 3 -4469 0.36 A 11-10 4757 0.64 3- 4 -4086 0.67 A 10- 9 4084 0.79 4- 5 -4470 0.36 A 9- 8 4757 0.62 5- 6 -5230 0.41 A 8- 7 4734 0.76 .. .........Joint Locations ............... - 1)0- 0- 0 5) 31- 7-12 9) 24- 1- 8 2) 8- 4- 4 6) 40- 0- 0 10) 15- 4- 8 3) 15- 0- 0 7) 40- 0- 0 11) 8- 6- 8 4) 25- 0- 0 8) 31- 7-12 12) 0- 0- 0, In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Luc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1766 0 -843 B Pin 39- 8- 0 1 1766 0 -843 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 11- 2 193 0.05 C 9- 4 1565 0.50 2-10 -621 0.49 C 9- 5 -619 0.49 3-10 1564 0.50 C 5- 8 194 0.05 3- 9 2 0.00 C --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.54/862-1.06/437 4-3 Horiz. 0.31 0.62 NA Max DL Deflection L/887 . -0.52 Long term deflection factor . 1.50 15-0-0 10-0-0 15-0-0 1 2 3 4 5 6 6.00 3.00 6x8 6x8 6.00 -3.00 8-0-6 0- 6- 6 Face = 0- 2- 8 0_ g_ Q_ 8 0 12-10- 0 V 17 8.00" 1766# 8.00" 15-4-8 9-3-0 15-4-8 1 _ 2 11 0 40-0-0 0-0-0 7 1-110-0 (R 5 4) (11- 5- 4) COSMETIC PLATES (2)3X6 (12)2X4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Maronda Systems B�oaamwnWthi,dnwinsisnaerecaimbmdngwidbf,dngpond� brngmd��,u ndluhrngwhapoter she building dmgr and which most be considered by the building desipar. Bracing shown is for Weil appon of aua members only in remote bakling length. Provisions mast be made to anchor 'am bracing at ads and specified mcniom ddermmed by the building designs. Additional bracing of the avail] wmtme may be repaired. (Sec FBB-91 of TPI}For spmirw truss bracing rcgmi=cnl contact banding desigrsa.(Trna Plate laWnat. TPI is mend n 583 400S MARONDA WAY DChmof Otite. Madison. wiacmtin 53719> Santora, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0008 247 Mad tuna /L gWdiaoto. FL 32766 Scale = 0.1576 Eng Job: WO: CHEK3 Dwg: TI: G Dsgnr:TLY Chk: 9/24/2005 TC Live 16.0 psf Lb DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Designs Matrix Analysis FrOrlle Yarnl e:i\lea-WA\repTa\YpDB \e.nBA)\a.a8aafraraAB n o\v.Fras Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:H Qty:l I DESIGN INFORMATION This design is for an individual building comprment and has been based on information presided b) the diem. The designer disclaims any, raponability for damages as a result of rivalry or incorrect information, specifications and/or design Pomished in the tress designer by the client and the correctors; Of accuracy Of this infbrmamn u it may rclare in a specific project and accepts co responsibility w aercises m control with regard to fabrication, handling, shipment ad insullatioo of vmsses. This tfass has been designed a an individual building component in record with ANSViPI 1-2002 and NDS-02 to be ianrporued as pan of the building design by a Building Designer (regisused architect or professional engineer). When reviewed for approval by the building designer. the design lodiogs shown must be chucked to be sure that the data shown are in agreement with the local building codes. local climatic records for wind or snow bads. project specifications or special applied bads. Unless showy truss has Out been designed for amage or occopeacy bads The design assumes compression chards (top or bottom) are continuously braced by sheathing udess otherwise specified. Where boom chords in tension are not folly braced laterally by ■ properly applied rigid ceiling they should be braced at a maximum spacing of lo'.W o.c. Connector plain shall be manufactured Dom 20 gauge hot dipped galvanized steel creating AST M A 653, Grade 40. udess otherwise shown. FABRICATION NOTES Prior to fabrication the fabricator shall renew this drawing to verily that this drawing is in conformance with the fabricru/s plain and in realize a continuing responability, for mch verification. Any discrepancies are to be put in writing beRne coning or fabrication. Plates shall not be installed over kmtboles, koou or distorted grain. Members shall be an for tight Biting wood to wood boring. Connecter, plates dull be looted on bah faces W the truss with nails full imbedded and dull be sym, about the joint mless otherwise d»w. A 5x4 plate is 5' wide x V long. A 6x8 plate is 6' wide x 8' long. Sbta (holes) run parallel to the plate length specified. Doable cuts on web cr®hers shall meet it the centroid of the webs Orden otherwise dawn. Connector plate tiara are minimum elm based on the forces showy and may need to be increased for certain handling md/or cation nearer. This truss is ent to be fabricated with rue raatdam neared lumber odors otherwise show. For additional information on Quality Control refer to ANSVTPI 1-2002 PRECAUTIONARY NOTES An bracing and auction recommeodatiom are to be fblbwed in accordance with'H>odling. baailing and Bracing', HlB.91. Trasses are to be handled with particular care during banding and bundling, delnep and installation lo avoid damage Temporary and permanent bracing for holding wises in a straight and plumb position and for resisting lateral force shall be designed and installed by others. Cref el handlhy is -aial and auction bracing is always regdued. Normal luressaionarT action for trusses teguhes such tcmpwuy bracing duties im dlatioo baweeo mosses to avoid toppling and docrinoing. The sopavidon of erection of reuses shall be under the control of pessms experienced in the installation of anon. Professional advice stall be sought if.edd. Conecmntiw of muamctioo loads gaiter than the design loads dull era be :{plied in trusser in any time. No bads other than the weighs of the erector shall be applied to rases until after all fastening and bracing is TC: 2x 4 SP #2 2x 6 SP #2 3- 4 BC: 2x 6 SP #2 War 2x 4 SP #3 2x 4 SP #2 3- 8 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1329/972,2-3.-1208/793, 3-4.-1071/678,4-5.-1206/793,5-6.-1329/975, BOT CHORD 10-9.-816/1149,9-8.-676/1061, 8-7.-819/1148, Webs 2-9.-104/165,9-3.-44/288, 3-8.-2/12,8-4.-43/292,8-5.-105/165, f - 4- 3-15 0-6-6 [I: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. anal L. 58.0 ft W. 20.0 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1329 0.25 A 10- 9 1149 0.29 2- 3 -1208 0.20 A 9- 8 1061 0.22 3- 4 -1071 0.23 A 8- 7 1148 0.29 4- 5 -1206 0.20 A 5- 6 -1329 0.25 A --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/999-0.11/999 4-3 Horiz. 0.01 0.03 NA Max DL Deflection L/999 . -0.06 Long term deflection factor . 1.50 .............. Joint Locations ............... . 1) 0- 0-0 5) 16- 3- 0 9) 7- Ot 0 '2) 3- 9- 0 6) 20- 0- 0 10) 0- 0- 0 3) 7- 0- 0 7) 20- 0- 0 4) 13- 0- 0 8) 13- 0- 0 In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift If Type 0- 4- 0 1 912 0 -560 B Pin 19- 8- 0 1 912 0 -560 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 2- 9 165 0.04 C e- 4 292 0.09 9- 3 288 0.09 C 8- 5 165 0.04 3- 8 12 0.00 C 7-0-0 6-0-0 7-0-0 I 1 2 3 4 5 6 1q 912# 8.00" 6.00 OX1U L..O -6.00 pgi 912# 8.00" 20-0-0 10 9 8 7 -1-9 20-0-0 -1-9 )- )- 1- 1- EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.2832 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Eng Job: Dwg= WO: CHER3 TI: H Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: Braerngd dedp'a%t'khoismesealonb,advs,w;ndbndngpanes.radngecdstisfrlatest pponpertd the building dings and wldch most be considered by the boildmg designer. Bracing shown is Ibr lateral support of buss DB :TLY Chk: �r 9/24/2005 members only inreduce buckling length. Provisions must be made 10 anchor lateral bracing a ends and specified bcatimm determined by the building designer. Additional bracing of the overa0 aroctre may be required. (Sec HIB-9l orTPI).Pm specific cos bracing requirements, contact building desiguer.(Tres Plate lnaimm TPI is located 0593 D•Onoftio Drive Madison Wisconsin 53719). - _ Live TC Li . 16 . 0 B f P TC Dead 7.0 psf BC Live 10.0 pef BC Dead 10. 0 pef 1 TOTAL. 43.0 psf Lbr DF : 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPZ-02/FBC-04 Codes FLA v4 .7 .21-14632 4005 MARONDA WAY Sanford, Ft- 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. t10ENSE OWS0068 367 Madion FL Chuklets. FL 2276E Designs matrix Anasyeae rani a-ta1u: -- . •r-^ Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEE3 TI:Hl Qty:l DESIGN INFORMATION This design is for an individual building compooem and has bra based on information pmidrd by the diem. The designer disclaims any responsibility for damage a a result of faulty or income ct information. specifications and/or designs famished to the trna design= by the client and the correctness or accoracy, of this information as it may rdue to a specific project and accepts on responsibility a u=cixs on control with regard to fabrication. handling, shipment and installation of trusses. This no has bend designed as an individual Wilding compoom in accordance with ANSVr?l 1-2002 and NDS-0M to be incorporated a pan of the building design by a Building Design= (registered whilml or proresaanal engineer). Wbw revimod for approval by the building designer. the design loadings shown mug be checked to be sore that the data mown are b agremm with the local building codes. local climaic records for wind or mold bds. project spotificatiom or special applied bads. Unless mown ona has not been designed for storage or occupancy bads. The design assumes compression chow (top or bottom) are continuously braced by meshing onlea otbewise specified. Where bottom chards in tension arc out fhlly braced lsaatly by a property applied rigid ceilin& they mould be braced at . maximum spacing of lv-0' o.c. Convector plates dull be mamficmrcd from 20 gauge but dipped galvanized star meeting ASTM A 653. Grade A unless otherwise shown FABRICATION NOTES Prim to fabrication. the fabricator mall review this drawing to verify that this drawing is in conformance with the fabrieam/a plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before cutting or fab6caioo. Plates shall not be installed over knwholes, knots or distorted gain. Members dull be aw for Light fitting wood to wood bearing. Connector plates shall be located on both faro of the torn with nails fully imbedded and shall be a)m. show the joint enlen otherwise mown. A 3a4 plate is V wide x 4' long. A 6.8 plate is 6' wide x 9- lung. Sits (holes) mat parallel to the plate length specified. Double cots on web members dull meet a the candid of the webs unless otherwise mown Connector plate sizes are minimum sizes based tom the forcesmown and may need to be increased for certain handling and/or erstion nrea4 This wet is net to be fabricated with fate retardant treated lumber unless otherwise shown. For additional informstion on Quality Control refer to ANSVfPr 1-2W2 PRECAUTIONARY NOTES All bracing and Minn ..commendations ate to be followed in accordance with'H=Ming. Imtalling and Br.cin{. HIB-91. Trusses m to be handled with particular are during Wiling and bundling. delivery and installation to avoid damage. Temporary and permanent bracing for holding wan in a seraight and plumb position and for resiaing lateral forces shall be designed and installed by whoa Careful hadling is eamf.l and encaum bating . at sys noclut d. Normal precautionary action for nessa regoiea such temporary bracing during installation between truaa to avoid toppling and dominomg. The mptrvisin of erectionof mussesshall be under the conmol of persons experienced in the installation of tresses. professional advice dull be sought if needed. Cvoamntien of construction Inds pores than the design Inds shill not be applied to trusses at any time. No bad, was than the weight ofthe erwm mats be applied to creases until after m fsstening and bracing is TC: 2x 4 SP 02 BC: 2x 4 SP 02 WB: 2x 4 SP #3 2x 4 SP #2 2- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCB 7-02, c&c, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 20.0 ft Truss in INT zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-2317/800,2-3.-2048/698, 3-4.-2314/800, HOT CHORD 8-7.-691/2017,7-6.-693/2030, 6-5.-691/2015, Webs 2-7.-85/412,2-6.-5/21,6-3.-87/418, 4-1-2 0 - f 43 M 1466# 8.00" 6-8-0 MULTIPLE LOADS -- This design is the composite result of multiple loads. This 1-PLY Hip Master designed to carry 5' 0" open jacks (no webs) and Hip Jack Rafter framed to TC In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 1,4 ----MAB. REACTIONS PER BEARING LOCATION----- E-LOC BSet Vert Horiz Uplift Y Type 0- 4- 0 1 1466 0 -578 B Pin 19- 8- 0 1 1466 0 -578 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..PORCE..CSI. Cr 2- 7 412 0.13 C 6- 3 418 0.13 C 2- 6 21 0.00 C --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.18/999-0.36/625 3-2 Horiz. 0.03 0.07 NA Max DL Deflection L/999 • -0.18 Long term deflection factor . 1.50 6- 8- 0 184.9# p 184.91E ............."Joint Locations............... 1) 0- 0- 0 4) 20- 0- 0 7) 6- 8= 0 2) 6- 8- 0 5) 20- 0- 0 8) 0- 0- 0 3) 13- 4- 0 6) 13- 4- 0 ------------ TOTAL DESIGN LOADS-----------r Uniform PLP From PLP To TC Vert L+D -46 -1- 0- 0 -46 6- 8- 0 TC Vert L+D -77 6- 8- 0 -77 13- 4- 0 TC Vert L+D -46 13- 4- 0 -46 21- 0- 0 BC Vert L+D -67 0- 0- 0 -67 20- 0- 0 Concentrated LBS Location TC Vert L+D -184 6- 8- 0 TC Vert L+D -184 13- 4- 0 ..TC. ..PORCE..CSI. Cr ..BC. ..PORCB..CSI. 1- 2 -2317 0.36 C 8- 7 2017 0.86 2- 3 -2048 0.77 C 7- 6 2030 0.82 3- 4 -2314 0.37 C 6- 5 2015 0.86 6-8-0 6.00 -6.00 20-0-0 f l 1466# 8.00" 383 0 44- 3 f a0 20-0-0 -ao 0-11-11� 0 11-11) EXCEPT AS SHO PLATE ARE MiTek MT20 Scale=0.2843 WARNING: Eng Job: WO: CHER3 READ ALL NOTES ON THIS SHERT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: Hl FMaronda Systems Braci.S.b_e-this drawing isnoi, -,b,.sing..idbrtong.portal bracing mdmilubrud g.aichis.Wof DSgnr:TLY Chk: 9/24/2005 the building design and which must be considered by the building designer. Bracing mown is for lateral support of troy members only m reduce buckling length. Provisions most be made to aahor lateral bracing at ends and apeci6ed TC Li160 a f Lbr DF : 1.25 n locatiodesm =bed by the building de6pa. AmitimW bracing of tW overall to w= may be requ� (sec IHB-91 Live .P ofTpr).Forspmi6cmmabmingmquir®enMoontwt Wimingdmipa.(Tma PLuchwimm TPl s boned M583 TC Dead 7.0 psf Plt DF: 1.25 4005 MARONDA WAY D'Oocfkio Div.. Mad m , Wig 5n19} O.C.: 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 psf (407)321-0064 Fax (407)371-3913 TPI-02/FBC-04 TOMIIS POND P.E. LICENSE 0+0050068 SC Dead 10.0 psf Code: FLA 367 Made -otk K Chuhlota, FL 22766 1 TOTAL 43.0 psf v4 .7 .21-14633 Design. Matrix AnalySIS Yrorlle YaLnl a;t\'l6a-WA\wOra\J Vas \<:a611J \a.a6t)N8aA8 A J\esa..prac Job: CHESAPEAKE R 3 CuBtomer:10# UPLIFT D.L. WO:CHER3 TI:I Qty:l ' DESIGN INFORMATION This design is for m iodiAmud building compeatem and has been based on information pmid d by the dint. The designer disclaims any respoanbifty for damages as a result of faulty or incorrect information. specifications uWor designs furnished to the truss designer by the climb and the coerecmess dr accuracy of this inlmmAiou es it may rclne to a specific project and accepts On responsibility err a miva On control with regard to fabrication, handling sb4mmt and insallatioo of trusses. This trust bas been designed as an imividual building eompenmt in accordance with ANSVPPI 1.2002 and NDS.o2 to be incorporated In, pan ortbe building design by a Building Designer (registered architect or poressiamal engineer). When revimvd fro approval by the building designer. the design bdings shown mat be checked to be sere that the data shown are in ageenrem with the local building codes, loth climatic records for wind or moor bads, project pe ifi ations - special applied bads. Unless shoay. cross has .Ot been designed for storage or Occupancy bads. The design assumes compression chords (top or bosom) are contimously braced by shnihing O.Im otherwiu specified. What, bottom chords in tension are om Polly braced laterally by ■ properly applied rigid ceiling they should be braced at a maximum spacing of 10'.W o,c. Coonector Plata shall be mrnufacmred from 20 gunge bat dipped galvanimd sled meeting ASTM A 653, Grade 40, unless otherwise shown FABRICATION NOTES prior to fabrication, the fabricator shall -view this drawing to wiry that this drawing is in co.formrrce with the rabric.mes plans and b realize a cootiming raponv'bility for such vcrifrcatim. Any discrcpan:.a arc to be pat in writing before cutting or fabrication. Plata shall rot be installed over knotboles. Ymts or dunned grain. Members shall be em for tight fitting wood to wood baring Connector plates shall be bated on both fats of the truss, with nails fully imbedded and shall be 52m. about the joint ania, otherwise shown. A 5x4 plate is 50 wide x 4- long A 6x8 plate is 6- wide x 8- long. Slots (bola) rut parallel to the plate length specified. Doable cots on web members shall Inner at the cmuoid of the webs unless otherwise sbo- Coonector plate sizes are minimum sires baud on the Cones shown and may need to be increased for certain handling and/or aectim aresses. This trust is sus In be fabricated with fire retardant treated lumber on]= otherwise show. For additional informmum on Quality Combat refs to ANSVrPI t•2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with •Handling Installing and Bracing-. FHB-91. Trusses are In be handled with particular ore during banding and W.&in& ddnay and inuallatioo to avid damage. Temporary and permament bracing ror holding trusses in a insight and plumb position ad lbr raining lateral farcesshall be dedgtd and installed by Others. Catefal hadlivg is mmtiat and erection bracing is always required. Normal pretawioaary action for wsso requires such temporary basing during in.allnion berwcen truares to avoid toppling and domineing. The supervision of erection of masscs shall be coda the control of persons experienced in the imullation of trusses. Professional ach*c shall be sought tf nerds. Coocmtntioo orcondr.ctbn bads grata than (be design loads shall not be applied to tresses at any time. No loads other than the weight of the erector shall be applied to trusses umil after all framing and bracing is complerd TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 WDGs 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. ----MAS. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 912 -14 -521 B Pin 19- 8- 0 1 860 0 -445 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 9 209 0.10 C 8- 4 291 0.09 C 9- 3 285 0.09 C 8- 5 236 .0.10 C 3- 8 12 0.00 C MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, R:t. 1.0 Bld Type. encl L. 58.0 ft W. 20.0 ft Trues in INT zone, TCDL. 4.2 paf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC. ..PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1219 0.21 A 10- 9 1048 0.58 2- 3 -1035 0.22 A 9- 8 881 0.49 3- 4 -885 0.15 A 8- 7 1047 0.58 4- 5 -1029 0.22 A 5- 6 -1217 0.21 A --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.13/999-0.27/842 7-8 Horiz. 0.02 0.04 NA Max DL Deflection L/999 . -0.13 Long term deflection factor . 1.50 .............. Joint Locations............... 1) 0- 0- 0 5) 15- 5- 0 9) 9- 0- 0 2) 4- 7- 0 6) 20- 0- 0 10) 0- 0- 0 3) 9- 0- 0 7) 20- 0- 0 4) 11- 0- 0 8) 11- 0- 0 In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1219/657,2-3--1035/557, 3-4.-885/560,4-5.-1029/557,5-6.-1217/6741 HOT CHORD 10-9--492/1048,9-8 309/881, 8-7.-515/1047, Webs 2-9.-188/209,9-3.-76/285, 3-8.-3/12,8-4.-85/291,8-5.-191/2361 9-0-0 2-0-0 9-0-0 1 2 3 4 5 6 6. 00 912# 8.00" 6.00 860# 8.00" 20-0-0 10 9 8 7 1- 9 20-0-0 ( 1- 1- EXCEPT AS SHOWN PLATE ARE MiTek MT20 Scale =0.2928 WARNING: Bag Job: WO: CHER3 READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: I LMaronda Systems Bracingaboanonthis dmsingisnot -6-brad.&w;dbad.& portal bracing orsimilar bndngwhichisapart or Deghlr:TLY Chk: 9/24/2005 Ihe building design and wt" mutt be considered by the building daig.er. Bracing showy is roe latent support of truss members only to reduce buckling length. provisions mast be made to anchor lateral bracing .1 suds and speeifrd locations determined by the building designer. Additional bracing orthe overall motto- may be require& (Sec HI11-9I TC Live 16.0 pe f Lbr DF : 1.25 orTP1).For specific cross bracing raryiremems, contact building designer.(Tna Plate Instimm TH is located at 593 P 1 t DF : 1.25 4005 MARONDi A WAY ErOoo .Dsiv4MadismWisconsio5371-4 TC Dead 7.0 pSf O.C.: 2- 0- 0 Sanford, FL.32771 BC Live 10.0 paf (407)321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE MOOS006H BC Dead 10.0. paf Code: FLA 397 MadaMon FL Chditurf+4 FL 32764 1 TOTAL 43.0 psf v4 .7 . 21-14228 Designs Matrix Analysis Profile Pata, x j\i.prx Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TIiJ Qty:3 I DESIGN INFORMATION This design is for an individual building component and has been based on information plaided by the client. The designer disclaims any responsibility, for damages as a result of faultyor incorrect iLfm otaion specifications and/or designs famished to the min designer by the client and the correctness or accuracy of this information as it may rdue in a specific project ad accepts on responsibility or exercise no control with regard in fabrication, handling dupmem and i rnallatioo of missy This troa has been designed a an individual building component in wcoorth.,.e with ANSVrPI 1-2002 ad NDS-02 in be incorporated a put of the building design by a Building Designer (registered atchitat or profnsonat engmeo). when -wed for approval by m the building designer, the design loadingsown man be checked to be sure that the data showri ate in agreement with the local building coda. local climatic records for wind or snow bads. Project specificatiom or special applied bads. Unless shown truss bat not been dea;ged for storage or occupancy load:. The design aavmes compression chords (top or botom) we continuously braced by sheathing uulat otherwise specified. Where bottom chords in tension are our fully brad latmlly by a properly applied rigid ceiling they should be bracd u ■ maximum spacing of tol.W o.c. Caonectm pinta shag be maimfacmred from 20 gauge but dipped galvanized sted meeting ASTM A 655. Grade 40, unless otherwise shown. FABRICATION NOTES Prior to fabrication, the fabricator Ball review this drawing m verify I1,11 this drawing is in conformance with the rmricamis plan and in realize a continuing resyocsnbinry for melt voifxa An atioy discrcpacinrc a to be put in wiling heron coning or fabrKnion. Plan :ball not be maned Over lmotholes, knots or distorted grain. Members mall bead for tight fining wood to wood bearing. Connector plater slap be located on both faecs of the tros with uaib fully Imbddd mid shall be s)m, about the join anon Othawise mow.. A 5.4 plate is S wide a 4' bug. A bag plat is 6' wide a 8' long. Slav (bolo) run parallel to the plate length specified. Double cuts on, web members shall mat at the cmboid of the webs unless otherwise mow.. Cuoncctm plate sign are minimum sizes baud on the forces mow. and may tied to be ine:eaad for certain handl;- antler erection tuu:n. This tram is ram in be fabricated with fire retardant treated lumber unless otherwise show.. For additional ;nfmmuion on Quality Control .1cr to ANSVfPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommeodi do of are in be followed in accordaocc with 'Handling 1 m 11ing ad Boeing', 11I13-91. Trusses are to be handled with particular sue during Wiling and bridling delivery and installation to avoid damage. Temporary and permanent bracing for hold;tig busses in a straight ad plumb position and for resisting lateral forces stall be design ad installed by othm. Careful banAling is amid and erection bracing is always required. Normal procauum try action for wan requires melt temporary timing daring installation between tones to avid toppling and domivoing The supervision of erectionof bean mall be under the control of persons experienced in the installation of trusses. professional advice mall be sought H needed. Coecmratlun ofoonwmaiou bads greater than the design loads shah oa be applied in misses in any time. No (wads Other than the weight of the erectors shall be applied in bnssei until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP 92 wB: 2x 4 SP #3 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1206/615,2-3.-991/508, 3-4.-991/508,4-5.-1206/615, HOT CHORD 8-7.-466/1036,7-6.-466/1036, Webs 2-7.-222/225,7-3.-169/610, 7-4.-222/225, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.15/999-0.30/745 7-8 Horiz. 0.02 0.04 NA Max DL Deflection L/999 • -0.15 Long term deflection factor . 1.50 MULTIPLE LOADS -- This design is the composite result of multiple loads. Wnd[,od per ASCE 7-02, CeC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 58.0 ft W. 20.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1206 0.19 A 8- 7 1036 0.76 2- 3 -991 0.21 A 7- 6 1036 0.76 3- 4 -991 0.21 A 4- 5 -1206 0.19 A .............. Joint Locations ............... . 1)0-0- 0 4) 14-11- 0 7) 10- 0- 0 2) 5- 1- 0 5) 20- 0- 0 8) 0- 0- 0 3) 10- 0- 0 6) 20- 0- 0 In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 912 0 -502 B Pin 19- 8- 0 1 912 0 -502 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 2- 7 225 0.14 C 7- 4 225 0.14 7- 3 610 0.20 C 10-0-0 10- 0- 0 PIV 1 2 3 4 5 6. 00 Pq 912# 8.00" 4x6 oxa :;.00 PM 912# 8.00" 20-0-0 1- 9 8 20-0-0 6 - 0 - 1- 9 1- 1- 1- 1- EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHENT. A COPY OF THIS DRAWING TO BB GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Laronda Systems Be.dugshown en�ad °�in not �on°rd°&wind b�°�b�mr b�w1debisaWof doe building design which must be considered by the building designer. Bracing shown is for laterm al ppm of sum members only to buckling tength. Provisions must be made to anchor lateral bracing a cods and specified be tiom daamined by the building desigotc. Additional bracing of the overall structure may be required. (See HIB-91 ll of TPI).F. specific trots bracing requu®ents. tomact bniMo;g desigoer.(Trna flue bsimte, tPl is located as 383 400S MARONDA WAY Donoftiio wive. Madison W;senmiti 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE MM50068 267 Madaioa FL Chuhsdr* FL 32766 Scale = 0.2915 Eng Job: WO: CHEK3 Dwg: TI: J Dsgnr:TLY Chkt 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf PIt DF: 1.25 BC Live 10.0 Psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 Daf v4.7.21-14233 Designs Matrix Analysis rros.aae raver 1.%.... w...v +vve.y- Job: CHESAPEME R 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:J1 Qty:4 I DESIGN INFORMATION This design is for an individual building compound and has ban based a information li mided by the client. The designer disclaims my responsibility for damages a a remit of fully a incorrect information. specifications armor designs famished to the trim designer by the client and the corratnen or accuracy of this information as it may relate ter. specific project and accepts m responn'biliry a e:ocisn m control with regard b fabrication, haodlin& shipment ad installation of trvsscs. This Iron has been designed as an individual building componns in accordance with ANSVPPI 1.2002 and NDS-02 to be mcapaatd as part of the building design by a Building Design (registered architect or professional engineer). When rmicwd frr approval by the building designs. the design loadings shown most be chakd to be care thin the data show are in agre®em with the local building caA4 local climatic records fa wid a mow bads. Project specifications or special applied loads Unless shown, truss bin an ben designed for garage a acapsay loads The design assumes compression chords (top a bottom) are comimmusly brad by sheathing tWas otherwise specified. Where bottom chord, in tension we rot any braced laterally by . property applied rigid ceiling. they should be braced a a maaimrm spacing of 10'-0' o.c. Caonectm plates shall be mamfacmred from 20 gage hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise dew.. FABRICATION NOTES Prior to fabrication. the fabricator shall review this dewing in verify that this drawing is in conformance with the fabricatnes plans and to malice a comiduing responabiliry for such verification. Any i itaepamies arc to be put in writing before coding a fabricalioo. Plato shall nor be im aned ayes knotholm kow; or dis reed gain. Members shall be ern fa tight riding wood to wood blaring Connector plates shall be bold a bah faces of the torn with nails fully imbedded ad shall be sym. about the join unless otherwiseshow.. A 3a4 plus is 5' wide s 4- big. A 6ar plate is 6' wide a r' long. Slots (boles) ran parallel to the pine length specified. Double coo a web members shall mea at the cemmid of the webs unlm otherwise shown. Connector plate sizes are minimum {ices based on the forces show. ad may need to be increased fa claims handling a.Na erecsion stresses. This flan is not to be fabricated with fire retadi nt treated limber unless otherwise shown. For addnetoal information a Quality Control refer to ANSVfPI 1.20(12 PRECAUTIONARY NOTES An bracing and auction Iadmmedatlana are to be followed in accordance with'Nmdling. Installing and Bracing', NIB-91. Trusses are in be handled with panimdar care during banding and huddling• delna) and imallatioo to avoid damage. Temporary ad Permanent bracing for holding classes in a straight ad plumb position ad for resisting lateral forces shall be designed .it installed by others Cereal handling is essential and erection blaring is always nalui ad. Norval t reesmbmry action for model requvo Well temporary bracing daring installation between trusses to avoid suppling ad dominoing. The wpmrision of erection of vasses shall be coder the control of permns arpericiced in the imwladoon of irussn Professional advice shall be sought if minded. Cmrem udid of co ldicrion rods greater than the design loads shall not be applied to Ideal at any time. No loud, other than the weigh, of the scans shall be applied to basses owl after all foaming ad bracing is TC: 2x 4 SP 92 BC: 2x 4 SP t2 WB: 2x 4 SP 03 WDG: 2x 4 SP 82 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCB 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 19.5 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 9- 2 126 0.04 C 4- 7 155 0.04 C 2- 8 -323 0.20 C 7- 5 1046 0.34 C 8- 3 550 0.18 C 6- 5 -774 0.12 C 8- 4 -282 0.17 C MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 7 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2w-1245/591,2-3.-916/519, 3-4.-921/524,4-5.-1191/558, HOT CHORD 10-9.-436/1061,9-8.-437/1057, 8-7.-461/1022,7-6.-11/12, Webs 9-2.-5/126,2-8.-323/197, B-3.-202/550,8-4.-282/224,4-7.-47/155, 7-5.-434/1046,6-5.-774/422, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.07/999-0.14/999 3-2 Horiz. -0.02 -0.03 NA Max DL Deflection L/999 . -0.07 Long term deflection factor . 1.50 ..............Joint Locations---------- v••• 1) 0- 0- 0 5) 19- 5- 8 9) 5- 1- 0 2) 5- 1- 0 6) 19- 5- 8 10) 0- 0- 0 3) 10- 0- 0 7) 14-11- 0 4) 14-11- 0 8) 10- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC BSet Vert Horiz Uplift Y Type 0- 4- 0 1 897 -29 -502 B Pin 19- 3-12 1 828 0 -421 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 -1245 0.24 A 10- 9 1061 0.49 2- 3 -916 0.21 A 9- 8 1057 0.41 3- 4 -921 0.26 A 8- 7 1022 0.40 4- 5 -1191 0.26 A 7- 6 12 0.14 10- 0- 0 9-5- 8 j 2 3 4 5 6.00 897q'8.00" 4x6 ()XZj 6.00 828A.50" 19-5-8 10 9 8 7 6 _1_9 19-5-8 EXCEPT AS SHOWN PLATES I-1- M ek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING IRACTOR. E111 WARNING: DWg' M a ron da Systems Bracing shown on this drawing isnot erection bracing. wind bracing• paw bracing a similar bracing which I.a put of Dsgnr : TLY Chk : the building design and which most be considered by the building designer. Bracing show. is 1br tam support of mesa .crabs only to reduce balding length. Provisions must be made to anchor lateral bracing at ends and specified TC Li16 . 0 a f butims danmined by the haildmg designer. Additional besting of the overall sin cmre maybe required. (Sec Live MB-9I P of TPI).Fa specific Ilan bracing re qul®nu. mmacl building dmgns.(rrun Plate Itmimte. TM is land at 593 TC Dead 7.0 ps f 4005 MARONDA WAY D*Onoriio Drive. Marina. wiscrosin 53719). Sanford, FL. 32771 BC Live 10.0 psf (407) 321.0064 Fax (407) 322.-3913 BC Dead 10.0 pas TOMAS PONCE P.E. LICENSE OWS0068 367 P1 I -- FL pukaPts. FL 22764 1 TOTAL 43.0 psf Scale - 0.2509 WO: CHER3 TI: J1 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-1423° Design: matrix Anaaysis r...... race,: •.; %son-,.s.a.- . -r.,. Job: CHESAPEAKE K 3 Cuatomer:10# UPLIFT D.L. WO:CHEK3 TI:J3 'Qty:l I DESIGN INFORMATION This design is for an iodividcal building mmponerd and has been based on information presided by the diem. The designer disclaims any responsibility for damages as a resah of faulty or incorrect informatio4 specifications and/or designs famished to the tress designs by the client and the correctness or accuracy of this information AS it may rtlate in a specific project and accepts on respooabiliry or exercises anconned with regard a g. fabrication. handling, shipment and installation of term a This no has been designed a an individual building component in accordance with ANSVIPI 1-2002 and NDS-02 to be incorporated a pan of the building dingo by a Building Designer (registered architect or professional rngimer). Wben revkvred for approval by the building designer. the design loadicp shown mast be chocked to be Care thin the data show are in agreement with the local building coda local climatic records for wind or smw loads. Project spociftcatiom or special applied loads. Unless shown. wen has oat been designed. (br storage or accepaocy bads. The design assumes compression chords (Cap orbosom) art continuwsly bracedby sbnthiag mks otherwisespecified. Where bottom chords in term o are am fully braced laterally by a property applied rigid ceflm& they sbarild be braced at a maximum spacing of I a4' O.C. Contractor Plata shall be mamGctared hum 20 gage her dipped galvanized sted meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Rim to fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to Italia a comioning responsiWiry for such verification. Any discrepancies are in be pet in writing before costing on fabrication. Plata shall min be ;-.lied over knotholes, terms or distorted grain. Members stall bead for tight fining woad to wood haring. Connector pates shall be bated on bah tics of the torn with rails fully imbedded and shall be s)m. show the join mho otherwise dawn. A 3x4 pate is 5' wide x 4' long. A 6.8 plate is 6' wide . 8' long. Slots (bola) ran parallel to the plate length spre;fred. Doable cum on wcb member shall meet in the crmboid of the webs unless otherwise shown. Camoctor pine Sias are minimum dm based on the forces shown and may oeed to be itrcnased for certain handling and/or action straw This rest is am to be fabricated with fire reardam treated lumber unless otherwise shown. For additional information on Qualiy Control refer in ANSIlrP1 1-2002 PRECAUTIONARY NOTES All bracing and erectiae recommendations are to be followed in accordance with'Handling. Installing and Bracing% HIB-91. Tresses are to be handled with particular ave during banditrg and lamdlitg, dethery sad installation to awid damage. Temporary and permanent bracing for holding trassa in a straight and plumb position and for resisting lateral forces shall be designed and installed by mhm cacfbl handling is -;d and erection bracing is always regrind. Normal premnimury action for trusses repirus such temporary bracing during installation between frames to avid toppling and dominoiog. The super sic n of ereetioa of aria Wall be undo the control of pamm experienced in the installation of tmffes. Professional advice shall be songm if correct. Concentration of aasnsction Inds pater than the design Inds .hall m be applied to trucc es at any time. No loads other than the weight orhere sectors shall be applied in trusses omit after all ftstraing and bracing is mmpltcd. TC: 2x 4 SP 82 BC, 2x 4 SP ®2 WE. 2x 4 SP #3 2x 4 SP B2 0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. ----MA%. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 898 236 -478 B Pin 19- 8- 4 1 835 0 -383 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 8 204 0.05 C 7- 5 1741 0.61 C 3- 8 719 0.23 C 6- 0 98 0.69 C 3- 7 170 0.10 C 0- 5 7325 0.34 C 7- 4 -299 0.06 C 1- 0 640 0.21 C Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 19.5 ft Trues in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-2225/1158,2-3.-2056/1002, 3-4.-1796/836,4-5.-1796/836, HOT CHORD 1-0.-739/1323,0-8.-1199/2003, 8-7.-996/1914,7-6.-91/160, Webs 2-8.-108/204,3-8.-256/719, 3-7.-126/170,7-4.-299/231,7-5.-793/1741, 6-0.0/98,0-5.-325/242,0-0.-412/149, 1-0.-468/640, .....v..Joint Locations ............... 1) 0- 0- 0 4) 13- 4-12 7) 13- 4-12 2) 3- 8- 0 5) 19- 5- 8 8) 7- 7-12 3) 7- 4- 0 6) 19- 5- 8 9) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 , In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s). 7 ..TC. ..PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -2225 0.26 A 1- 0 1323 0.38 2- 3 -2056 0.29 A 0- 8 2003 0.52 3- 4 -1796 0.29 A 8- 7 1914 0.55 4- 5 -1796 0.29 A 7- 6 160 0.26 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.13/999-0.26/860 4-3 Horiz. 0.04 0.09 NA Max DL Deflection L/999 . -0.13 Long term deflection factor . 1.50 7-4-0 12-5-0 Ir 1 2 3 4 5 6.00 3.00 0-8-0 898# 8.00" 835# 1.50" 7- 7-12 11- 9-12 9 8 7 6 1-9 19-9-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: M a non des Systems Bring shown m this drawing is net armor, boxing. wind boring. portal bracing m rimdar bracing which is a part of the building chip and which m- be considered by the beildin desigoa. Bracing shown is Rat Iaterd mpp- of wen member onty to redce bckling lagsh. Rovisians m- be made to anchor W.M bracing a ads and gwirted location determined by the building designs. Additional truing of the overall structure maybe required (Sac H19.91 ofTW).fr_ spoil_ roes timing re4ufrememi comact beildag desipur.(Tmss Wane bmimte. TPI is located .1533 4005 MARONDA WAY 13T3mftb Dane, Madison, Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSO068 267 wadies FL gWloabi, FL 32766 Eng Job: DWg: Dsgnr:TLY Chk: TC Live 16.0 Pall! TC Dead 7.0 paf BC Live 10.0 paf BC Dead 10.0 paf Scale = 0.3097 WO: CHEK3 TI: J3 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Macro wnalyeie rrvaaaar raw: 1. - t.,.,.,. .- .r Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:X Qty:3 DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the ..............Joint Locations ................. - This design is fur anindividual building wmpomanaW BC: 2x 4 SP #2 composite result of multiple loads. I) o- o- 0 6) 20- e- 0 11) 8- o- o has been based On information ptaiMdbythe client. TM WB: 2x 4 SP #3 WndLod per ASCE 7-02, C4C, V. 125mph, 2) 4- 1- 0 7) 20- 8- 0 12) 4- 1- 0 designer disclaims myrespombilityfor damages 0A WDG: 2x 4 SP #2 He 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 3) 8- 0- 0 8) 16-11- 0 13) 0- 0- 0 -11offaulty Orincorrect inimmatimspecirkmiom 2x 4 SP 03 0- 0,0- 0 Bld Type. encl L. 58.0 ft W. 20.7 ft Truss 4) 13- 4- 0 9) 13- 4- 0 and/or designs furnished to the tons designer by the client and the correctness oraccuracy ofthisinr=stiwasit All COMPRESSION Chords are assumed to be in INT zone, TCDL. 4.2 psf, BCDL. 6.0 pef 5) 16-11- 0 10) 11- 4- 0 may mice to a specific Project and acccpu no continuously braced unless noted otherwise. Impact Resistant Covering and/or Glazing Req In -Plant Quality Assurance with Cq. 1 responsibility or esecisu no control with regard to ---- MAX. REACTIONS PER BEARING LOCATION----- Bracing Schedule: FORCES (lb) - Max Compression/Max Tension " fabrication, handlin& d petemand installation oftrvsses x-Loe BSet Vert Horiz Uplift Y Type Chords Max O.C. From To TOP CHORD 1-2.-398/0,2-3.-450/379, This truss has been designed a ao individual building 0- 4- 0 1 226 139 -27 B Pin BC 72.0• 8- 0- 0 11- 4- 8 3-4.-1172/1532,4-5.-429/656,5-6.-207/295, mmpoomtmaccordance with ANSVrPl1-2002and NDS-02 to be incorporated as Pat ofthe building design 11- 6- 4 1 1656 0 -1214 B H Roll Bracing shown is for visual purposes only. HOT CHORD 13-12.0/311,12-11.0/310, by. Building Design. (registered architect or PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 11-10.-444/585,10-9.-565/530,9-8.-229/229, pmfenonil ertgneer). When resmama r. approval by ..PORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 1- 2 -398 0.13 A 13-12 311 0.20 8-7.-221/224, dhow the building designer. the design loadingow most be .WEB. 12- 2 164 0.05 C 10- 4 -1561 0.56 C 2- 3 -450 0.32 A 12-11 310 0.13 Weber 12-2.-24/164, 2-11.-343/202, chocked to be sort that the data sb-are in agreement withthe local boilzcodeslocal climatic records for 2-11 -343 0.13 C 4- 9 223 0.07 C 3- 4 1532 0.50 A 11-10 585 0.28 11-3.-399/583,3-10.-1082/831,10-4.-1561/1301, wind or snow loadspmi=tspecifx+tiwsmwaul 11- 3 583 0.19 C 9- 5 -383 0.13 C 4- 5 656 0.33 A 10- 9 -565 0.24 4-9--182/223,9-5--383/346,5-8.-133/209, applied load&Unless daowntmsshas ON been designed 3-10 -1082 0.31 C 5- 8 209 0.07 C 5- 6 295 0.16 A 9- 8 229 0.17 --------GLOBAL MAX DEFLECTIONS--------- for storage or Occupancy bads The design assume 8 - 7 2 24 0.17 LL TL compression chords (top m bottom) ere contimously in./Ratio in./Ratio Jat (9). bracdbysheahingnwmotherwisespair.d. what bomm chords in torsion ere out fully brad laterally by a I.Span-0.03/999-0.04/999 3-2 propertyaPPlid rigid ceiling they should be brad as a R.Cant.-0.11/999-0.21/519 7 mavmrm spacing of I17-0' o.c. Canoatm Plates shall be HOr i z . - 0 . - 0 . 07 NA mamfacmmd ft. 20 gauge but dipped gah-ized steel _ Max DL Deflection L/999 -0.01 meeting ASTM A 653. Grade 40. unlessotheraise shown 13-4-0 7- 4- 0 Long term deflection factor . 1.50 FABRICATION NOTES Rim m fabrication, the hbricatc, shall mvim this ) 2 3 4 5 6 dtaaing to verify that this drawing is in coolmmmce with the fabricators plansandm rcilice s comtiming 6.00 -6.00 repoan"bility for sack verification. Any discrepmcie ere to be put in aritivg berme cutting a fabrication. Plate shall oat be ianalld Over knotholes knots oc diuond 5x6 grain. Members shall be on for tight fitting wood m wood hearing. Connector Plies shall be located on both faces of the min with nails fully imbedded AM shall be sym. about - the joins toles othwiac moan. A 5xa Plate is 5' wide a 4- long. A 6a8 plat, is 6' aides 8- fang. Sldts (hole) to the plate length sPecibd. Double cats on memberseb membshall meet at the centmid ofthe webs odesothns 2-6 C.-un plate sim ae minimum mwnsi erwise oon 3x44 k3x4Parallel eown. based the fumshand may need m beincreased fan certain handling andlm emtion theses. ax6a6-6 This true is om to be fabricated with fire murdam beardlumber odes erman.othwise oP r additional 7-5-15information on Quality Control rerer m ANSVfPI 6x8 I.2W2 3x4 x PRECAUTIONARY NOTES All bracing and erection raommendat.ons are to be a 6-6 3- 0 3-0-0 fbll-d in accordance with'H,ndling. lmtalling and 5x6 Bracing'. IUD.91. Trade ere m be haodld with particular ere during balling and bundling, ddnery and installation to mid damage. Temporary and Permanent bracing for holding bnsea in a artigtu and ptamb 2x4 5x8 position and fm reining W ersl force, mill be designed 10.80 and installed by whom Careful handlmg is essential and aNim bracing is always require& Normal prey diooaty action for wsw regains race temporary bracing during ma allaion between tenses to mid toppling and domiwing. The supervision of erection of tenses shall be under the control or penom experienced in the 3-4-8 92 innillaion of tenses. Rofcsaonil advice mall be mgbt 226# 8.00" 165 3.50" ff meld. Cowentma o of constrtanfon loads greater than the design roads mall not be 8*xd to tmsm at any time 8-0-0 3-4-0 9-4-0 No loads other than the weight of the damn shall be Al3 0 9 8 7 to � until after w fastening and bracing is 12 1 a*a 1_9� 20-8-0 _ 1- CANT. 9- 0- 0 I - COSMETIC PLATES (2)3X6 (4) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO 1": Md ion d a Systems ERECTING CONTRACTOR. BRACING WARNING: Bracing mo"a m This °'awing is m erMion bracing. wind bracing. portal boring a similar bracing wiich is a part of e building deign and wtich most be considered by the building designer. Bracing moan is (br lateral rapport orhns Degnr : TLY Chk : m®bon only m reduce buckling Imph. Provisions man be made m mcbor in" bracing a ends and sPecif eel Live 0 f TC Li16 locations determined by the boihliog designer. Additional bracing of the overall mature may be mgaird. (Sat NIB-91 . P 8 4005 MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 307 Medsioo FL pWiwlaa FL 32766 of TPI).rw specific truss bracing requirements contact building desiper.(Tras Plate institute. TPI is located a 583 D'OnoOioDrivahfadimnWisconsin 53719} TC Dead 7.0 ps f BC Live 10.0 pef BC Dead 10.0 0 pef ITOTAL 43.0 PSI Scale - 0.2275 WO: CHER3 TI: X 9/24/2005 Lbr DF: 1.25 Pit DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Analysis rroriie racna Job: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:R1 Qty:l DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the ....•....ere•.. Joint Locations ............... - BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 5) 15- 4- 0 9) 11- 4= 0 ThisdeagnisC.anindividiulbuildingcomponmand bit been based mu information pronidedbythe dxm.The WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V- 125mph, 2) 4- 1- 0 6) 20- 8- 0 10) 8- 0- 0 dmgn.disclaimsanybponabiliryfor damages ue WDGs 2x 4 SP #2 H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 3) 8- 0- 0 7) 20- 8- 0 11) 0- 0- 0 .11offwhyorincorrect mformnioaspecifications 2x 4 SP #3 0- 0,0- 0 Bld Type. encl L. 58.0 ft W- 20.7 ft Truss 4) 11- 4- 0 8) IS- 4- 0 + amor designs Ounished to the buss designer by the clim All COMPRESSION Chords are assumed to be in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf + In -Plant Quality Assurance with Cq. 1 and the torridness or saaracy of this information a it may relate to a specific project and accepts on continuously braced unless noted otherwise. Impact Resistant Covering and/or Glazing Req ----MAX. REACTIONS PER BEARING LOCATION ----- respoembilityornescisesoncontrol with regard m FORCES (lb) - Max Compression/Max Tension Bracing Schedule: X-Loc BSet Vert Horiz Uplift Y Type a Fabric,oamm eanwm&'ymenta'msallationofmows TOP CHORD 1-2.-383/121,2-3.-485/360, Chords Max O.C. From To 0- 4- 0 1 226 139 -17 B Pin . This bass has been designed awas individual building 3-4.-1225/1482,4-5.-1019/1274,5-6.-340/446, BC 72.0• 8- 0- 0 11- 4- 8 11- - 0 -1280 B H Roll 64 1 1655 component inacconcewithANSVFPl1-2002and NDS-02tobeincorporated npan ofthebuilding design BOT CHORD 11-10.-49/299,10-9.-474/639, Bracing shown is for visual purposes only. PROVIDE UPLIFT CONNECTION PER SCHEDULE by Building Desigoa(regiued'rthitect or 9-8.-329/361,8-7.-336/365, ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. .WED. ..FORCE. .CSI. Cr .WEB. ..FORCE..CSI. Cr proressional enpneci). Wbeet 1CYiewod ltr'pproval by Webs 2-10.-279/221,10-3.-462/667, 1- 2 -383 0.23 A 11-10 299 0.32 2-10 -279 0.11 C 9- 4 -829 0.18 thebuibmgdasgnvWedargobadipshownmos`be 3-9.-1042/836,9-4.-829/725,9-5.-1130/987, 2- 3 -485 0.26 A 10- 9 639 0.33 10- 3 667 0.21 C 9- 5 -1130 0.52 chucked to be sure that the data show are in agreement with the local building codes, local climatic records for 8-5.-133/214, 3- 4 1482 0.32• A 9- 8 361 0.22 3- 9 -1042 0.30 C 8- 5 214 0.07 wind orsmvloads. Project specifeationsorspecial --------GLOBAL MAX DEFLECTIONS--------- 4- 5 1274 0.33 A 8- 7 365 0.24 applied loads. Unless shown tma has not been daigod LL TL 5- 6 446 0.33 A for stmage or occupy W4. Th, dmgo assumes in./Ratio in./Ratio Jnt(s). compression chords (top or bom a) are continuously braced by sheathing unless otherwise specified. Where I.Span-0.10/999-0.19/659 10-11 bottom cbmds in tension use on folly braced laterally by a R.Cant.-0.13/820-0.26/418 7-8 properly applied rigid ceiling' they should be braced at a Hor i z . 0.03 0.06 NA maximum spacing of 10•-W o,c. Countctor Plates shall be c a u factored from 20 gulp, but dipped galvanized need Max DL Deflection L/999 -0.10 meeting ASTM A653. Grade 40. unless aherwisc mown Long term deflection factor . 1.50 11-40 4-0-0 5-4-0 FABRICATION NOTES ) 2 3 4 5 6 Prim to fabrication. the fabricator stall anew this dewing to vaifj• that this drawing is in conformance with 6.00 the fabricaoes plusd ato realize a come®ing responsibility for such vairrstion. Any discrepancies are 4x8 to be pat in writing before tatting or fabrication. Plates 4x6 shall no be installed over knotholes knots or distorted grain. Member shall be ad fun tight Bniog wood towood haing. Connector plates shall be located on both faces of the truss with nails fully; and shall be syun. about the joint unless otherwise shown. A 5x4 plate is 5' wide : V long. A 6x8 plate is 6 wide x 8' ling. Slots (boles) 3x4 3-2-6 On ra n parallel to the plate length specified. Doable eau on 15x6,, web membersmembersshall men the cmnoid of the webs s 0-6-6 shown. own. Connector plate sizes are minimum aides based on the fortes shown and may need to be -'le- IZZ incresscd fm ceruin hardimg andlor erection stresses. with roetional treated This trusts is not torw 6- 5-15 2x4 ylllC' se shcatd lumber odes otherwise mown. For additions) 2x4 information on Quality Control refer to ANSVfPI 1.2002 PRECAUTIONARY NOTES 3- - 3-0-0 All bracing and aecdoo recommendations are to be 0-6-6 5x6 followed in accordance wim'Handling, installing and Bating'. MB-91. Trusses arc to be handled with particular ere during banding and bundlin& dclnery and installation to avoid damage. Temporary and permanent 5x8 bracing for holding uaaes in a straight and plumb. and for resusug lateral forces shall be designed 10.80 position ad installed by othes. Careful handling is essential and erection bracing is always required. Nomui prmutimury action for sasses rcqu6o such ternpnnry bracing during inswinion between tastes to avid toppling and do of aing. The mpmision of erection of basses mall be under the control of persons caperienced in the 3- 4- 8 installation oftrusscs. Professional advice dull be sought 226# 8.00" 16 33.50e, if ocadrd. Cootmtmion of commute m loads grater than the design rods Mali not be applied to tress at soy tins,. 8-0-0 3-4-0 9-4-0 No lids other than the weight cf the crectoe smB be 8 applied to urine until after all fastening and bracing is 11 10 9 completed. 1-1-9.. 20-8-0 }_ I- 9V CANT: 9- 0- 0 COSMETIC PLATES (2) ft 1(' EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Ding. Ma ro n des Systems ERECTING CONTRACTOR. BRACING WARNING: anteing mown on this drawing is rot ereetton bacnA wind bmdng, portal bracing or similar bracing which is a pas of the Wilding design and which must be considered by the Wilding designer. Bating shown is rot lateral support of ona Dsgar : TLY Chk : membaa only to reduce buckling length. Provisions must be made to anchor lateral bracing at ends and specified TC Live 16 . 0 psf P locations determined by the building designer. Additional bracing of the overall structure may be required. (See 10B-91 4005 MARONDA WAY Sanford, FL 32771 (407) 321-0064 Fax (407) 321-"13 TOMAS PONCE P.E. LICENSE 0000SOD68 3117 Madiak /L Ct UkWt9.FL i2Tii of TPl).For Weeife buss bracing requirements. contact Wilding dcupre{Trust Plate instione TH is located as583 Donofrio odm Mdime, Wisconsin 53719> TC Dead 7.0 ps f BC Live 10.0 psf BC Dead 10.0 psf I TOTAL 43.0 psl 1- Scale = 0.2688 WO: CHEX3 TI: X1 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C:: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Anaty6ae rat vaaao ruin, ..,auu-a,vws..,,...s........�........ .......�.----_- -. - : Job: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:R2 Qty:l ' DESIGN INFORMATION This design is for an individual building component and bas been based m information provided by the client. The designer disclaims my responsibility for damages as a result of faniry or incorrect information specifications and/or designs famished to the truss designer by the client Ed the correctness or accuracy of this informaton a it may relate to a specific project and accepts m retphonsibiliry err aacis, on control with regard m fabrication. bandlin& shipment and installation of tmsses. This am has been designed as a individual building wmm in acemda•-e wins ANsirrpi 1-2oo2 and NDS-02 to be incorporated as put of the building design by a Building Designer (registered architect or professional mgincer). what reviewed for approval by the building designer, the design loadings bown mast be checked to be rare that the data shown are in agreemm with the local building codes, local climatic roads for wind or mow bads, project specifications m special applied buds. Unless shown mass has rot been designed fa storage or occupancy loads. Tbc design assum. compression chords (hop or broom) are com;®aasly braced by sheathing anless otherwise specified. where bomm chords in tmsiaa are not fully braced laterally by a properly applied rigid ccifiog they should be braced at a maximum spacing of 1010' o.c. Comecta pines shall be mamftcmred cam 20 page ha dipped galvanized aed mining ASTM A 633. Grade 44 holm otherwise shown. FABRICATION NOTES Prig m fabrication, the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricators plans and to realize a contionieg responsibility floe such verification. Any discrepancies are to be pat in writing before casting or fabrication. Plies shall rot be installd ova knotholes, knots or distorted gain. Members shall be cut for Light fitting wood to wood hearing. Connector plates shall be bold on both face of the truss with mils filly imbedded and dull be sum. about the join holm otherwise shown A 5e4 plate is 3• wide x 4' long. A 6xg plate is 6' wide x V long. Slats (bola) ran parallel to the pine length specified. Doable cuts on web members shall meet at the ctmoid of the webs unless otherwise $be t:mnecm plate span arc minimum ricer based m the forces shown and may need m be creased fa ccrum handling and/or eratia t tmessr, This oass is rot to be fabricatd with foe retardant valid lumber unless otherwise shown. For additional information on Quality Control refer. on ANSVfP1 1.2002 PRECAUTIONARY NOTES All bracing and .atim recommendations are to be followed in accordance with *Handling bungling and Bracing'. FDB.91. Train ate to be handled with particular are during banding and bundling deliver and inatillnion to avoid damage. T®pmary and permaom bracing for holding trueres in a straight and plant, positionand fa "sistuy bacrA Cones shall be desigoed and installed by others Careful handling is esssmial and erection baring is always required. Normal precautionary action for wss, require meb tathporay bracing during installation betweat hones to avoid toppling and dominoing. The mpa ision of erectionof onssn shall be and. the control of proms experientd in the in"latim of mess,. Professional advice shall be caught if needed. Cooamsation of atmnsaim lords grata than the design loam aball ua be applied to otsscs at any Lim. No loads other than the weight of the taamra shall be monied to muss, until after an fastening and bracing is TC: 2x 4 SP #2 BC: 2x 8 SP #2 2x 4 SP #2 4-10,7- 9 WE: 2x 4 SP #3 WDG: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15'.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. encl L- 58.0 ft W- 20.7 ft Trues in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-913/549,2-3.-714/400, 3-4.-54/9,4-5.-54/9,5-6.-887/351, HOT CHORD 13-12.-545/780,12-11.-292/558, 11-10.-39/17,10-9.-2400/804,9-8.-294/790, 8-7--285/776,9-4--458/186, Webs 2-12.-217/381,12-3.-487/52e, 3-11.-170/392,11-9.-344/1354,3-9.-506/183, 9-5.-791/361,8-5--154/266, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.05/999-0.11/809 5-4 Horiz. 0.02 0.03 NA Max DL Deflection L/999 - -0.05 Long term deflection factor - 1.50 5- 545 0- 6- 6 EXCEPT AS SHOWN 746# 8PN.00" (): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq- 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 9 ----MAR. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 746 203 -628 B Pin 12-10- 0 1 2642 0 -849 B H Roll 20- 6- 4 1 623 0 -351 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 10- 9 -2400 0.34 C 11- 9 1354 0.43 C 9- 4 -458 0.05 C 3- 9 -506 0.17 C 2-12 381 0.10 C 9- 5 -791 0.37 C 12- 3 528 0.21 C 8- 5 \ 266 0.09 C 3-11 392 0.10 C 9-4-0 8-0-0 2 3 4 6.00 5x6 2x4 16x8l 2642# 4.00" ..............Joint Locations ........... ..•_ 1) 0- 0- 0 6) 20- 8- 0 11) 11- 7- 4 2) 5- 0-12 7) 20- 8- 0 12) 9- 4- 0 3) 9- 4- 0 8) 17- 4- 0 13) 0- 0- 0 4) 13- 0- 0 9) 13- 0- 0 5) 17- 4- 0 10)'13- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 1- 9 -46 13- 0- 0 TC Vert L+D -118 13- 0- 0 -118 17- 4- 0 TC Vert L+D -46 17- 4- 0 -46 21- 9- 9 BC Vert L+D -40 0- 0- 0 -40 13- 0- 0 BC Vert L+D -79 13- 0- 0 -79 17- 4- 0 BC Vert L+D -40 17- 4- 0 -40 20- 8- 0 Concentrated LBS Location TC Vert L+D -120 17- 4- 0 BC Vert L+D -1449 11- 7- 4 BC Vert L+D -79 17- 4- 0 ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -913 0.31 C 13-12 780 0.23 2- 3 -714 0.28 C 12-11 558 0.22 3- 4 -54 0.46 C 11-10 -39 0.16 4- 5 -54 0.46 C 9- 8 790 0.40 5- 6 -887 0.23 C 8- 7 776 0.32 3-4-0 120# -6.00 4x8 623.50" 0-6-6 T 2-2-6 3-0-0 13-0-0 1e 7-8-0 13 120-8-0 11LL''0 8 7-1-9 ilTelk MT20 my -1st 0 79# (jr7� Supports Scale - 0.2298 Lmaronda Systems �4005 MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS00613 20711 - -- FL 0Kd wbN FL 32766 WARNING: Eng Job: WO: CHER3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg: TI: R2 ERECTING CONTRACTOR. BRACING WARNING: Basing shown on this drawing is rot crection bracing wind bracing penal bra ing m situ bracing which is a pin of Dsgnr : TLY Chk : 9 / 24 / 2 0 0 5 the balding design and wt=h mua be W®daW by the bedding dedpa. Bracing shown ts for lneraI m, of toner TC Li16 . 0 psf Live P Lbr DF : 1.25 members only to reduce buckling Iatgh. Provisions man be made to anchor In.d bracing at ends and specified locations determined by the building designer. Additional bating orth overall maeme may be royaiaa (Sec FDB-91 of TPI).For specific no bracing ropiremceu, ca dact building desigha.(Tmn wen bnimte, TPl is located at 593 TC Dead 7.0 psf P 1 t DF : 1.25 D'Oonfk(o Drive. Madison. Wisconsin 53719). O.C. : 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf lCode: FLA Design: Matrix Analysis Yroriie Yatn: a, Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:R3 Qty:l ' DESIGN INFORMATION This design is for an individual building component and has been bawd on information ion Provided by the diem. The designer disclaims any responsibility for damages a a result errantly or incorrect information, specifications and/or designs famished to the truss designer by the client and the corrcemm or accuracy of this in(b+mation a it may relate to . specific project and accepts; on responsibility or exercises on control with regard to f do.aioq handling, shipment and mnillatam of wan This unss has ban designed . an individual building component in accordance with ANSVTPI 1-2002 and NDS-02 to be iocorpmatd a pan of the building design by a Building Designer (registered architect or professional engineer). When reviewed for approval by the building designer. the design loadings showy most be chucked to be sure that the data shown are in agreement with the Lail building coda. local climatic records ibr wind or snow, leads, project specifications or special applied load& U.1- Shot. truss bar out been designed for storage or occupancy bads. The design assvma compresaoa chords (sup or bonnet) are caminmusly braced by sheathing unless otherwise specified. Where bosom hard t in tansion are not folly braced laterally by a property applied rigid wiling, they should be braced at a ...imam wising of lfr.W o.w. Coeur umptatessludlbe manufactured ftom 20 Page het dipped galvanized sted meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication, the fabricator mall review this drawing to verify that this drawing is in conformance with the fabricator/ plans and to realise a consi....-ii, responsibility for such .erifeatine. Any eitaqui wia are to be put in writing before cutting or fabrication. Plata "nor be ingalld ova knothole knots or distorted grain. Mambas shall be w1 for tight riming wood to new bearing. Connector platy shall be bated on bah faro of the tom with tails fully imbedded and shall be sjm, moth the joint unless otherwise shown. A 5x4 plate is 5' wide a V long A 60 plate it 6' wide x 8' hang. Sloe (bola) not parallel to the plate length specified. Double cuts on web members shall meet in the camod of the webs unless otherwise shown. Connector plat fists are, minimum aim baud on the forces shown and may oed to be increased for certain banning and/or erection mash This neat is not to be fabricatd with fire reludam framed timber uulas othawae sheen. For addidmmal infbrmnioo on Quality Camal refer to ANSVrPI 1-2002 PRECAUTIONARY NOTES Ari erring and aectioo re mmatemdationt are to be followed. crrdance with'Handheg. IaWlmg and Bracing'. 11I13-91. Trusses are to be handled with pamiatlar are during banding and bundling. delivery and instillation to avid damage. T®p.ary and ptrim mtm bracing ror holding manta in a straight and plumb position ad fat resisting lateralfmuca grill be desipal and installed by others, Careful barAing is c-mha and erection bracing is always required. Normal precautionary action (bit mvao ral im min t®paary bracing during installation bawem musses to avoid toppling ad domiming. The mpe vision of eration of mnaes shill be under the control of persunt experienced in the installation of muses Professional advice shall be sought if traded. concentration of mnsomaiou Inds grata than the design bads shall not be applied to m,tsscs at any time. No bads other than the weight of the crectoa shall be molid to mnsm anvil tine all f-ing ad bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP 92 3- 5,7- 7 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- encl L. 58.0 ft W- 13.0 ft Truss in INT zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req .WEB. .. FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 6 279 0.07 C 5- 4 159 0.29 C 6- 3 678 0.22 C 0- 0 253 0.22 C 3- 5 -826 0.61 C MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq- 1 ----MA%. REACTIONS PER BEARING LOCATION----- R-Lose BSet Vert Horiz Uplift Y Type 0- 4- 0 1 619 260 -465 B Pin 12-30- 0 1 551 0 -411 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1116 0.24 A 7- 0 -776 0.21 2- 3 -1015 0.32 A 0- 6 1002 0.33 3- 4 90 0.30 A 6- 5 732 0.43 ..............Joint Locations---------- -- 0OO - 4) 13- 0- 0 7) 0- 0- 0 2) 3- 8- 0 5) 13- 0- 0 3) 7- 4- 0 6) 6- 8- 0 FORCES (lb) - Max Compression/Max Tension - TOP CHORD 1-2--1116/894,2-3--1015/692, 3-4--81/90, HOT CHORD 7-0--776/715,0-6--980/1002, 6-5--592/732, Webs 2-6.-98/279,6-3--388/678, 3-5--826/699,5-4--131/159,0-0--211/253, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jat(a). I.Span-0.10/786-0.20/706 5-6 Horiz. 0.03 0.07 NA Max DL Deflection L/999 - -0.10 Long term deflection factor - 1.50 7-4-0 5-8-0 1 2 3 4 6.00 3.00 1 1 -3.00 0-8-0 619# 8.00" -4-U 551# 4.00" 4- 2- 6 6-8-0 6-4-0 7 6 5 IV 1-1-9 IV 13-0-0 (RI- 1- 7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3950 Maronda Systems)_ 400S MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 32i-3913 TOMAS PONCE P.E. LICENSE OWS0068 307 M ILA1L Chu a tLg. FL 3274t WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Br.cm mown on this droving a not erccaion brains. wind W=A& porral bracing or similar bracing which a a pan of the budding design and which mug be considered by the building designer. Bracing shown is for bound support of wet manbat only to reduce backlinS length. Provisions mug be made to anchor lateral bracing at andt and specified taatiom determined by the building designer. Additional bracing critic overall structure may be requite. (Sec I113.91 of TPI).For specific truss bracing rcquirments, comae budding desiper.(Trvst PWe Institute. TPI is located a 583 DrOmri(o Drive. Maditon. Wisconsin 53719). Eng Job: WO: CHER3 Dwg: TI: R3 Dsgnr:TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DFs 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 nsf v4.7.21-14240 Designs Matrix Analysis Prorlle Patnt a a\As.prx Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:X5 Qty:1 " DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the ..............Joint Locations ............... BC: 2x 4 SP #2 composite result of multiple loads. 1) 0- 0- 0 7) 13- 4- 0 13) 4- 6'- 0 This design is for an individual building compmeot and hat been hued minformstionProvided bytheclient. The WB: 2x 4 SP #3 WndLod per ASCE 7-02, C&C, V. 125mph, 2) 2- 4- 1 8) 13- 4- 0 14) 4- 6- 0 designer disclaims any responsibility for damages esa WDG: 2x 4 SP #2 H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 3) 4- 6- 0 9) 10-11-15 15) 2- 4- 1 Temp of fanhy or incmres information. specifxatiam All COMPRESSION Chords are assumed to be Bld Type. encl L. 60.0 ft W. 13.3 ft Truss 4) 6- 8- 0 10) 8-10- 0 16) 0- 0- 0, and/or designs furnished to the wet designer by the client it continuously braced unless noted otherwise. in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf 5) 8-10- 0 11) 8-10- 0 + and ecm the correa or accmacy or this information u may relate to a specific project and accepts no In -Plant Quality Assurance with Cq. 1 Impact Resistant Covering and/or Glazing Req 6) 10-11-15 12) 6- 8- 0 n mpaavbiliryoreseereisesmcontrol with regard to ____MAg, REACTIONS PER BEARING LOCATION---- FORCES (lb) - Max Compression/Max Tension ..TC. ..PORCE..CSI. Cr ..BC. ..PORCE..CSI. fabricaioabmdling.shipmmand insitallatimofwssa. E-Loc BSet Vert Horiz Uplift Y Type TOP CHORD 1-2.-680/617,2-3.-1108/1008, 1- 2 -680 0.14 A 16-15 565 0.24 This trots has been designed a an individual building 2- 3- 0 1 614 0 -623 8 Pin 3-4.-952/868,4-5.-952/868,5-6.-1108/1008, 2- 3 -1108 0.18 A 15-14 61 0.12 component inaccordance with ANSlfri'l1-2002and NDS-02inbeincorporated aPen ofthebuilding design 11- 1- 0 1 614 0 -623 B H Roll 6-7.-680/617, 3- 4 -952 0.17 A 13-12 1029 0.23 by Building Designer (registered architect or PROVIDE UPLIFT CONNECTION PER SCHEDULE HOT CHORD 16-15.-462/565,15-14.-54/61, 4- 5 -952 0.17 A 12-11 1029 0.23 Professional engucer). when reviewed for approval 0y ..PORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 14-13•-31/86,13-12.-800/1029,12-11.-799/1029, 5- 6 -1108 0.18 A 30- 9 61 0.12 the building designs. the design loadings shown mnst be .WEB. 14-13 86 0.08 8 3-12 244 0.06 C 11-10.-31/86,10-9.-54/61,9-8.-462/565, 6- 7 -680 0.14 A 9- 8 565 0.24 checked to be core that the dau shown are in agreement with (be local building codes.low climatic records for 13- 3 76 0.01 C 12- 4 715 0.23 C 13-3.-13/76,11-5.-13/76, --------GLOBAL MAX DEFLECTIONS--------- windor snow bads, project speciruions or Wmiil 11-10 86 0.08 B 12- 5 244 0.06 C Webs 15-2.-304/313,15-13•-494/598, LL TL aWlidload. Udmshown, tmahas not been designed 11- 5 76 0.01 C 11- 6 391 0.13 C 2-13.-276/391,3-12.-161/244,12-4.-558/715, in./Ratio in./Ratio Jnt(s). for amp oroccupancy loads. The design. 15- 2 313 0.08 C 11- 9 598 0.19 C 12-5.-161/244,11-6.-276/391,11-9.-494/598, I.Spaa -0.04/999-0.07/708 11-12 compression chords (top orboom) are comimm ay bncdbl,A-hing Wessotherwisesporifid. Where 15-13 598 0.19 C 6- 9 313 0.08 C 6-9.-304/313, Horiz. 0.02 0.04 NA bottom chords in tension are not Polly braced laterally by a 2-13 391 0.13 C Max DL Deflection L/999 . -0.04 property .pgidrigid ceiling. they should bebrxdata Long term deflection factor 1.50 mauimom spacing of IO-0' o.c. Cooaecor plasesshall be masufsmrcd Be. 20 gang, boa dipped galvammd Ocel meeting ASTM A 653, Grade 40. unlea otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this 6-8-0 6-8-0 drawing to verily that this draw-irtg is in eumfirrmauce with the fabricaies plum and to realize a continuing 4 5 6 7 m,pmabiliry for such verification. Amy disucpancies are to be pat in writing before toting or fabrication. Flues ) 2 3 shall ant be itmalled over krothola knots or diGMd 6.00 -6.00 gratin. Members shall be erns for tight fitting wood to wood er bearing. Connector plats Shan be bated on both fans d the tom with mails fully imbedded ad than be s5m abant 4x6 the join sedan otherwise shown. A 5u4 plate is 5' wide a 4'". A bag plate 668 wide a g' long. Slou (boles) urn Parallel to the plate length specified. Doable cum on web members shall meet at the cen oid of the webs unless otherwise ¢own Connector pine sizes are minim m 3x4 3x4 sizes based on the forces shown and may need to be increased for certain handling and/or erection stresses. This tins is not to be fibricatd with fare retardant acalud tmmber unless otherwise shown. For additbmal 3x4 3x4 3-10- 6 information on Quality Control refer to ANSVM 4-1-3 1-2W2 PRECAUTIONARY NOTES 0_ 6 6x8 5x6 0-6-6 Ali bracing and erection recommendations are to be 5x6 folbwed in accmdance with'Handling. Installing and 6 8 0-11- 8 6x8 Bracing'. HIS-91. Trason are W be balled with 0-x 80-11- partio b r are during boding and bundling, delivery and imtalbtim toavoid damage. Temporary and Permanent 3x4 3x4 3x4 3x4 bracing for holding tosses in a straight and plumb Position and for resisting Wed fortes shall be designed 3.00 and installed by other. Cavern! handling is asantial and erection bracing is always required. Normal psmdionary actions for woes requires such temporary bracing dosing installation between ouaa to avoid toppling and domiming. The supervision of erection of wan shall be under the control of persons espersenced in the ivstallutimo of trusses. Professional advice shall be scaght 9 needed. Cooamsation of mnstrut3 m Inds grater thin 614# 54.00" 614# 54.00" the design leads than tot be appid to moan at any time. No loads other than the weight orthe ecctors dash be 4-6-0 2-2-0 2-2-0 4-6-0 applid to buses until after all fastening and bracing is completed.16 15 13 12 10 9 8 _la 13-4-0 la ( 0-11- 2) (0-11- 2) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.3438 Laronda systems 4005 MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE tt WSOD68 307 Madaion FL Chukaota, FL 32794 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Dwg' ERECTING CONTRACTOR. BRACING WARNING: Bracing shown on this drawing is nos ermiom brdn& wind bodng• portal bracing or simiW bracing which is a Pon of Dsgnr : TLY Chk : the building design and which most be considered by the building designer. Bracing shown is fur lateral support of «sea mombur only to reduce buckling length. Provisions must be made to anchor Weal bracing ar ends and specified TC Li16 0 a f Live locations determined by the building designer. Additional bracing of the overall structure may be required. (See HIMI . P of TPI).For specific trea bracing regairtmews. contact building dmgw.(T,ua Plate Instimse. TM is located as 593 TC Dead 7.0 ps f Donofrio Drive. Madison. Wisconsin 53719). BC Live 10.0 psf BC Dead 10.0 psf WO: CHER3 TI: ES 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs matrix Anaiyela rrvuiar raw: .. +s..+-�•a.-.. Job: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:L Qty:2 I DESIGN INFORMATION Tbis design is for m individual building compoom and has been based on information p,mided by de dime. TIe design. disclaims any responsibility for damages as a ruall of faulty or iaconucm information. spaifuations ao&w designs furnished to the truss designe, by the client and the corrucmm or aecmacy orthis iuformaim as ii may rdste to a specific Project and accepts on responsibility, or amcises no control with regard to fabrication. handling shipment and insullatim of tranes. This truss has been designed as an individual building compooanr in accordance with ANSVrPI 1-2002 and NDS42 to be iocap"al u put of the building design by a Building Design. (registered architect or pecressioe" engocer). Wban mvicwcd for approval by the building designer. the design loadings shosv most be chocked to be sore that the dau sbown are in agreement with the local building codes. local climatic records for mid or mow bads. Project specificusons or special applied loads. Unless sbos 0. war has not been designed for storage or occupancy bads Tbc design assoma compression chords (cop or bobam) are continuously braced by shatbing unless otherwise specified. Where bottom chords in torsion are set fully braced Iamity by a property applied rigid ceiling they should be braced st a maximum spacing of 10.0' o.c. Connector plates shall be mawfkturd Dom 20 gauge bot dipped galvanized steel meeting ASTM A 653, Grade 40. unless othwise sho%v. FABRICATION NOTES Print to fabrication. the fabmator shall rmm this drawing to vdfy d a this dawing is in conformarce with the fabricsme, plans and to realize a continuing rery'bility fro sacb verification. Any discrepancies ve to be pat in writing before caning a fabrication. Plata shall not be installed ova imetboles, knots or distorted grain. Menders shall be as for tight lining wood to wood baring Coumeror plans shall be loatm on bow raem of a. tans %9h nails fully imbedded and shall be sym. about the joint unless odua ife dtowv. A 50 plate is 5' wide 1 4' long A 618 plate is 6' wide a 8' long Slots (holes) ton parand to the plme length specified. Doable cots on web member shall mein o the cmwid of the webs t otherwise sbowv. Connector plate Sim are minimum m nimumtd sizm based on we fore. show. and may need to be i.e., rut certain handling adlor motion messes This truss is am to be fabricated with fire madam sated lumber unless otherwise show.. For additional mformatine on Quality Caonwl ref. to ANSVfPI 1-2002 PRECAUTIONARY NOTES All brae ng ad erect;® recommendations are to be meo-d in accordance with *Handling.Imwling and Bracing*. H7B-91. Tmssm .e to be handled with particular ere during Wmina and bndlm& ddisay and m9allation to amid damage. Temporary and permmmt bracing for bolding crosses in a malght and plumb position and for resisting [metal force shall be designed and installed by others. Careful handling is essential and martian bracing is alus5s respond. Normal preamumary action for wan requires such temporary bracing mating installation benea trusses to amid toppling and dominating The supervision of auction of tmacs sbae be under the control of persons experienced in the installation oftmam. Professional advice shall be sought if needed. Conce mation of construction lads grata than the design lands dull err be applied to trusser at any time. No loads ntha than the %tight orthe aeeten shall be applied to mosses umil ages an fancoing and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4- 4 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. WndLod per ASCE 7-02, C4C, V- 125mph, H- 15.0 ft, I. 1.00, Rxp.Cat. B, Rzt- 1.0 Bld Type. encl L- 40.0 ft W- 5.2 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 psf Impact Resistant Covering and/or Glazing Req .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 3- 2 225 0.08 C 0- 0 215 0.31 C 2-3-2 0-6-1 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq- 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4-13 1 367 113 -454 B Pin 5- 1-12 1 234 0 -307 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--32/25, HOT CHORD 4-0--201/169,0-3--23/25, Webs 3-2--100/225,0-0--163/215, 5-3-0 3.33 1 27# 1.68 .- ............ Joint Locations ...---- -�-.- 1) 0- 0- 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLY To TC Vert L+D -46 -1-10- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated. LES Location TC Vert L+D -27 2- 0- 5 BC Vert L+D -36 2- 0- 5 ..TC. ..FORCE..CSI. Cr ..BC. ..YORCE..CSI. 1- 2 -32 0.29 C 4- 0 -201 0.34 0- 3 25 0.40 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(e). I.Span 0.13/xxx 0.03/xxx 4 Horiz. -0.02 -0.04 NA Max DL Deflection L/xxx - -0.10 Long term deflection factor - 1.50 3x4 Attach with (4) 16d Toe -Nails 0-7-8 Attach�ith (2) 16d Toe -Nails 0� 367# 9.56" 234# 2.50" 5-3-0 4 3 Ak 1-10- 9 5-3-0 It (111-10-7) 36# EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale = 0.5696 F WARNING: Bag Job: WO: CHEX3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: L Bracng dew. to this do-ing [ tat auction bracing wind bracing portal bracing or similar bracing which la a port of Dagnr : TLY Chk: 9 / 2 4 / 2 0 0 5 Ma ro n des ys to cos the building design and which must be considered by the building design.. Bracing showst is for lateral support of truss member only to rcdace buckling langth. Provisions man be made to antchor Ioml bracing at ends and specified location determined by the building designer. Additional bracing orthe overall structure may be required. (See HlB.91 TC Live 16.0 psf Lbr DF : 1.25 of TPI).For specific bass bracing nyuir®mu, comxa building dai .(Trans Pate remains, TM is located a 593 P 1 t DF : 1.25 4005 MARONDA WAY DOcef:io Wi WisconsinMadison, Wiscon53719). TC Dead 7.0 ps f O.C.: 2- 0- 0 Sanford, FL.32771 BC Live 10.0 psf (407)321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE ttr0p50060 BC Dead 10.0 psf Code: FLA 207 Medafoe not Chukwt% FL 32766 TOTAL 43.0 psf V4.7.21-14609 Designs Matrix Analysis Procne path: a JNL.prx Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:L1 Qty:2 A DESIGN INFORMATION This design is for an individual building component and has been based on informatioo provided by the diem. The designer disclaims my responsibility for damages as ■ result of faulty or incoacct information. specifrmons adfor designs famished to the truss designer by the client and the omreciness or accuracy of this information a it may relate to a specific project and accepts no responsibility or exercises no control with regard to Gbrieatico, hadho& shipment and i tsullmon of busses. This truss has bum designed as an individual building component in accordance with ANSVfPI 1.2002 and NDS-02 tobe incorporated as put of the building design by ■ Building Design. (registered architect or professional engine.} When reviewed fW approval by the building designer. the design loadings shown coma be checked to be sure that the data shown are in agreement with the local building codes, local climatic records for wind or scow bads, project specifications W special applied loads. Unless showy bass has not been designed for aonge or occupancy bads. The design assumes compessum chords (cop or bottom) are contimoudly braced by sheathing onlos otbawise specified. Where human chords in Ien90a ere old fully braced laterally by a property applied rigid «ilia& they should be braced at a maximum spacing of 117-0' o.c. Oca ectoo plate shall be co-f.tured from 20 gunge but dipped galvanized steel meeting ASTM A 653. Grade 40, artless otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator mall review this drawing to verify that this drawing is in conformance with the fabricamis plain and to realize a continuing msponnbihty for such verification. Any discrepancies ice to be pot in writing before rotting or fabrication. Plae mall cot be installed over knotholes kros or distorted grain. Members shall be an for tight fitting wood to wood bario& ConnoerW plug shall be located on both faces of the corm with mils fly imbedded and shall be sytn. about thejoint an'ess Wherwise mown. A 5x4 plate is 5' wdc x 4'". A 6x8 plate ls 6' wide a 8' ba& Slots (boles) mu parallel to the pine length spo i6d. Double cos o0 web members mall meet to the cmaoid of the webs mlm otherwise mown. Comm tot plate sim are minimum sins based on the forces shown and may need to be ircre, for certain handling u'ver erection presses. This tress is ram to be fabricated with fire reardmt mewed lumber unless otherwise maws. For ."Limo' information on Quality Control refa to ANSVfPI 1.2002 PRECAUTIONARY NOTES An bracing and erection recamnendatiens arc to be followed in accordance with'Handlmmnd & !ulling a Bracing'. HIB-91. Tresses are to be balled with funicular ore during banding and Mmdhn& delivery and ...,.It.,im en avid damage. Temporary and pamancel bracing fm holding wan in a straight and plumb position and for resisting lateral fortes mall be designed and installed by oahem Careful handling is esmtial and cream bracing a always raimr d. Normal p ccamam ny action for musses regains such temporary bracing during installation between crosses to avoid toppling and dominoing. The supervision of auction of trusses shall be under the control of persons experienced in the installation of bases. profession, advice shall be sought if needed. Concamntbn of amstmaioo leads gaff than the design load: shall not be applied to tnrsse a any time. No bads otber than the weight of the acctnn shall be mulid to busses avail after W fknrning and bracing es TC: 2x12 SP 92 BC: 2x 8 SP g2 WB: 2x 4 SP 03 2x 4 SP 02 1- 5 (): Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. L. and R. End verticals designed for wind 2-PLY TRUSSI fasten w/31x 0.120" nails in staggered pattern per nailing scheduler TC- 2 per ft. BC- 2 per ft. WEBS- 2 per ft Distribute loade equally to each ply. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 67 0.57 C 6- 5 67 0.00 2- 3 0 0.45 C 5- 4 0 0.00 2 PLYS REQUIRED Lineal Footage . 24.7 3-0-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 2-PLY truss designed to carry 13' 0" span framed to TC one face 61 0" span framed to TC opposite face This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. slope to drain). Trues must be marked to prevent UPSIDE DOWN erection. ----MA%. REACTIONS PER BEARING LOCATION----- x-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 1699 0 -752 B Pin 8- 8-12 1 1642 0 -727 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 6- 1 -1699 0.15 C 5- 2 2 0.05 C 1- 5 0 0.00 C 8-10- s It 2- a- o 1 2 3 I 1 1699N 3.50" p, 6-6-8 6 5 -eves.-..-==...Joint Locations ............... 1) 0- 0- 0 3) 8- 7- 0 5) 6- 4-12 2) 6- 4-12 4) 8- 7- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To . TC Vert L+D -395 0- 0- 0 -395 8- 7- 0 WndLod per ASCE 7-02, CEC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 Bld Type. encl L. 8.6 ft W. 8.6 ft Truss in END zone, TCDL- 0.0 psf, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.0/67,2-3.0/0, HOT CHORD 6-5-0/67,5-4.0/0, Webs 6-1--1699/752,1-5-0/0,5-2.0/2, 0-0.0/0, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/999-0.13/790 4 Horiz. 0.02 0.03 NA Max DL Deflection L/999 es -0.06 Long term deflection factor . 1.50 1-2-4 3-0-0 1642# 3.50" 8-10- 8 _ _ t, EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Sag Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Is,,.,.n: D CMa:ronda Systems ERECTING CONTRACTOR. BRACING WARNING: Braongmawnan�,drawing aame�anbraeia&widbmeing. portal bracing W°mi�bracing w�hlsa�,of the building design awhich moss be com;dad by the building designer. a . Bracing shown is for laal support cram d DB r:TLY Cbk: coembas only m reduce buckling langth Provisions mesa be made m anchor lam' bracing at ends ad specified TC Live 16.0 psf locations dct=ioed by else building designer. Additional bracing of the overall structure may be rcgnhad. (So HlB-91 of TPI),Fm spoeiric buss bracing repirceemi contact building designer.(Tmss Plate Institute. TPI is located a 533 * DrOnofrioDrive, Madiron.Wisconsin $3719). TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf ITOTAL 43.0 psi 4005 MARONDA WAY Sanford, FL.32771 (407) 32IL-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00050068 367 Madman FL Chukwtp. FL 22766 Scale = 0.3672 WO: CHEK3 TI: L1 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Codes FLA Designs Matrix AnalyBlB rrorlle raen: ax avua.ysn Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:L2 Qty:2 ' DESIGN INFORMATION This design is fm an individud building compatem and has been bald m information provided by the client. The designer disclaims army responsibility for damages n a -11 of fealty Or incesrect information. specifications and/or designs 6wished to the truss designer by the client and the emecmem m accuracy of this iofmmatim n it may relate m a specific project and accepts m responsibility or eaacism oo control with regard to fabrication handling shipment and moullamon of uwsso. This truss bas been designed a m indiv dual building compmat in accordance with ANSVrPI 1.2002 and NDS-02 on be incorporated n pan of the building design by a Building Designer (m*oaed architect Or professional mg•mnl Wbm reviewed fm approval by the building designer. the design loadings show most be Checked to be sure that the data show are in agreemem with the local building codes. local climatic records for wind Or Stamm, loads, project specifications m special applied bads. Umesasbowa muss has out been designed for storage or occupancy bads. The design assumes compr¢sim chords (sup or bmmm) are comiwoudy braced by sheathing mdesa otbawise specified. Where bmmn chords in tension are tmt Polly braced laterally by a properly applied rigid cd6m& they aeonld be braced at a maaim® spacing of 10-0' o.c. connector planes than be manufactured font 20 page but dipped galvanic d add meeting ASTM A 652, Grade 40. miss otherwise shown. FABRICATION NOTES Rim to fabrication, the fabricator shall renew this drawing on verily am this drawing is in conformance with the fabricstoes plans and to rnlize a continuing responsibility for such vaifrcatim. Any dues. . m to be pot in writing before cutting or fabrication. Plates dull tea be installed over kootbola keOts Or distorted grain. Members seal be cm for tight fining wed to wood bea ng. Connector Plata seal be looted m bah (ices of the trust with nails filly imbedded ad .hall be sym. about the join tdesa otherwise show. A 5c4 plate is 5' wide a V bang. A 6.3 plane is 6' vide a 8' bug. Slots (holes) ono parallel to the plate length specified. Double cutsm web members seal mca an the cawid of her weld unless otham,ise sbow. Cooncetor plate sizes are minimum sizes based ou the forces show and may need m be increased for certain beaming and/or erect;m messes This wrs is tam to be fabricated with fire relndam trey d lumber unless mheswin shamn. Fm a"timal information m Quality Control ref" to ANSVM 1-2002 PRECAUTIONARY NOTES All bracing and aatim reeommendatims ne to be followed in accordance with'Hadling, Insulting and Bracing', HID-91. Trusses are to be handled with pnti"dar oar during Wiling and bundling, delivery and installation to avoid damage. Temporary and Fears bracing fm heading tsusss, in a straight and plumb position and for ras;a;ng laim frees than be designed and installed by oshem Careful handling is essemial and erection bracing is allays required. Normal precautionary actin for crsses requires such temporary bracing during installation between muses; to amid toppling and dom;ming. TW mpavision mf eratim of mnssa shall be oiler the control of pwmm otperictced in the in"iation ofumeses. Professional advice sban be sought tf ended. Concentration of mnanction lords greater than the design loads seal eat be applied to trusses 0 any time. No bads other than the weight of the asters seal be applied to uses, until afar all rasl"nng and bracing a TC: 2x 4 SP 02 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 4- 4 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. WndLod per ASCE 7-02, CeC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft 94. 5.2 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -36 0.30 C 4- 0 -215 0.35 0- 3 28 0.42 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq. 1 ----MAR. REACTIONS PER BEARING LOCATION----- 1-Loc BSet Vert Boris: Uplift Y Type 0- 4-13 1 366 Ill -434 B Pin 5- 1-12 1 279 0 -296 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-36/32, HOT CHORD 4-0.-215/183,0-3.-25/28, Webs 3-2.-128/226,0-0.-181/230, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(a). I.Span-0.03/365-0.07/607 4 Horiz. -0.02 -0.04 NA Max DL Deflection L/487 . -0.03 Long term deflection factor . 1.50 5-3-0 1 2 3.33 51# 1.68 . ..... ... Joint Locations ............... . •1) 0- 0. 0 3) 5- 3- 0 2) 5- 3- 0 4) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To s TC Vert L+D -46 -1- 7- 9 -46 5- 3- 0 BC Vert L+D -40 0- 0- 0 -40 5- 3- 0 Concentrated LBS Location TC Vert L+D -17 1- 4- 4 TC Vert L+D -51 3- 7- 4 BC Vert L+D -15 1- 4- 4 BC Vert L+D -36 3- 7- 4 .WEB. ..FORCE..CSI. Cr WEB. ..FORCH..CSI. 3- 2 226 0.08 C 0- 0 230 0.31 Attach with (4) 16d Toe -Nails 1-4-6 0-7-2 Attach with (2) 16d Toe -Nails 1-0-0 I I 366# 9.56" 279# 2.50" V 5-3-0 L 4 3 1-7-9 5-3-0 (RI-8-5) 15# 36# EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO HH GIVEN TO ERECTING CONTRACTOR. BRACING wARNINGr 1�= EMaronda Systems Bnbaishownmthis drswingis 'oarsens"wetbracingmind bracing. iAgdcportalBminmsimilar wl" which;s■pan err Dsgnr:TLY Chk: the bwileiag eerie, and wfiich must be eonsidaedby the buihfng desigaa. Bracing seam, is ran lateral mppm armor members only to reduce heckling length. provisions must be made to mahoa weral bracing an ends and specified TC Live 16.0 s f locations determined by the building designer. Additional bracing orher overall asxture may be required. (Sec HIB-9l P ofTPI).Fw spmirc unss bracing raga;semtms. roman baiW4 de iV=.(rmu Plan ba;mtr. TR is located m 583 TC Dead 7.0 psf 4005 MARONDA WAY D'Onmf act Drive. Madison Wisconsin 53719). Sanford, FL. 32771 BC Live 10.0 psf (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0060 BC Dead 10.0 psf 347 MedGEM FL Chukwt% FL 32796 1 TONAL 43.0 psl Scale - 0.4549 WO: CHEX3 TI: L2 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis Prozile Patn: Ci \THE-WA\WOLF\JODH\t:alAA]\usanwrawAa A a\s.A.prx Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:L3 Qty:l . I DESIGN INFORMATION This design' for to individual building compooem and has been based on infarmatioo provided by the died. The dmiguer disclaims any responsibility f damages as a recall of fealty or incomes intimation. specifications and/or designs Pomishm to the truss designer by the client and the cmramm or accoszy of this iolbrmatioa as it may relate to a specific Project and accepts no responsibility or demises no commit with regard to fabrication, handling shipment and wAWIatioo of tenor. This Kass has been designed u an individual building component in accordance with ANSVTPI 1-2002 and NDS-02 to be incorporated u pan of the building design by a Building Designer (registered architect or pmfessimsl aginccs . Wben reviewed for approval by the building designer. the design loadings chose mess be checked in be ere that the data sib— are in apartment with the local building codes, local climatic records for wind or mow bads project specifications o special applied bads Unless shown. tract has not been deigned for amp in occupancy bads. The design atsmes compremon chords (cop or boom) are continuously linseed by sheathing unless otherwise specified. Where bottom chords in tension m one lily braced 'Amity by a properly applied rigid cci ft they should be braced at a maximum spacing of 101-0' o.e. Comamr plates shall be manufactured from 20 gauge hot dipped galvanized tied meeting ASTM A 653, Glade 40, elm otherwise shown. FABRICATION NOTES Prior to Gbricatim the rabricamr shall review this drawing in verify that this drawing is in camfmarmc with The fabricame, plans and to realize a continuing responsibility ear inch verification. Any discrepancies are to be put in writing before cutting or fabrication. Pines dull rut be insulted aver knotholes, knots in diaorted grain. Members shall be m far tight fining wood in wood bearing Connector plates shall be lowed an bath faces of the truss with nits fury imbedded and shall be ym about Elie joint unless otherwise shown, A 5x4 )date is 5' wide x C long, A fall plate is 6' wide a g' long. Slots (holes) rot paralld in the plate length specified. Doable cum an web numbers shall meet at the centroid of the webs unlms otherwise shown Connamr plus sizes ase minimum sizes based no the farces sbowv and may mad to be increased f catain handling sotto erection stresses This rum is our in be fabricated with fire retardant sated 'other unless otherwise sbown. For additional infomnion on Quality Control refer to ANSVrPI 1-2002 PRECAUTIONARY NOTES All bracing and erection r codut are to be followed in—,aidasec with'Handliag Installing and Bracing', HI11-91. Tmssm are to be handled with particular areduring banding andbundling ddivery and iasullnioo to avoid damage. Temporary and perm — bracing for holding woes in a =might and plumb position and fur residing lateral forces dull be designed and installed by other. Careful handling is essential and erection bradng a always required. Normal prtumamioouy sedan far trusses requires such temporary bracing during imtaBation between sues to avid toppling and dominoing. The epavision of erection of trtttses dull be ands the control of pesmes experienced in the installation of wua Professional advice shall be sought if needed. Concentration of mmnraion leads peamr than the design loads shall oat be applied to mew at any time. No bads other than the wcigbt of the cators dull be applied to wssa until after all fastening and bracing is TC: 2x12 SP #2 BC: 2x 8 SP 91 D WB: -2x 4 SP #3 2:c 4 SP #2 1- 5 []: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. L. and R. End verticals designed for wind WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, 1. 1.00, Exp.Cat. B, Xzt. 1.0 B1d Type. encl L. 8.6 ft W. 8.6 ft Truss in END zone, TCDL. 0.0 psf, BCDL. 0.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. .WEB. ..PORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 6- 1 -511 0.21 C 5- 2 1454 0.47 C 1- 5 51 0.01 C 3-0-0 Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY truss designed to carry 191 4" span framed to BC one face 2' Ow span split -framed to opposite face This truss has not been designed for ROOF PONDING. Building designer must provide adequate drainage to prevent ponding. (0.25 in./ft. min. elope to drain). Truss must be marked to prevent UPSIDE DOWN erection. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-48/85,2-3.0/0, HOT CHORD 6-5.0/67,5-4.0/0, Webs 6-1.-511/419,1-5.-20/51, 5-2.-564/1454,0-0.0/0, . ..Joint Locations ............... 1)�•0-00 3) 8- 7- 0 5) 6- 4112 2) 6- 4-12 4) 8- 7- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To , TC Vert L+D -23 0- 0- 0 -23 B- 7- 0 BC Vert L+D -429 0- 0- 0 -429 6- 6- 8 BC Vert L+D -20 6- 6- 8 -20 8- 7- 0 In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-LOC BSst Vert Horiz Uplift Y Type 0- 1-12 1 1827 0 -937 B Pin 8- 8-12 1 1154 0 -661 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 85 0.82 C 6- 5 67 0.89 2- 3 0 0.82 C 5- 4 0 0.03 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.13/765-0.26/386 5-6 Horiz. 0.02 0.05 NA Max DL Deflection L/780 . -0.13 Long term deflection factor . 1.50 41 8-10- 8 2-4-0 1 2 3 3x6 (6x8j 3-0-0 F 1827N 3.50" 1154# 3.50" ,, 6-6-8 6 5 4 „ 8-10- 8 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale 0.4279 WARNING:' Eng Job: WO: CHEK3 READ ALL NOTES ON THIS SHERI. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING -.I.: Dwgt TI: L3 MBnscing shown an this dewing is net erection brsdng wind bndng pedal bracing or similar bracing which is a pat of Da r : TLY Chk : 9 / 2 4 / 2 0 0 5 a eon der Systems the building design and which mast be considered by the building designer. Bracing w sbois for lateral support of Iran mmbes only to reduce bactling IcVh. Provisions mast be made to anchor Ined bracing at cads and specified TC Li16 . 0 psf Lbr DF : 1.25 locations determmed by the building designer. Additional bracing of the overall muctwre may be required. (Sec Live MB-91 P of TPI).For specific taws bracing requlmma contact buMing desipu.(rr Plate lad tatr. TPI is located at 5g3 TC Dead 7 . 0 psf P 1 t DF : 1.25 4005 MARONDA WAY D'onna;a Drive, Madima Wiacnosim 53719). O.C. : 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 psf (407)321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOM/LS PONCE P.E. LICENSE g0050068 SC Dead 10.0 psf Code: FLA 36711 1 -,n FL Cfa/uolar fl 32700 1 TOTAL 43.0 vsf v4 .7 .21-14502 Designs Matrix Anaiysis rrouaer racsar 1.A..a-w..a•vat,.wv.,.vwo..�ev..,ow,..wo....o Job: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:M Qty:12 I I DESIGN INFORMATION This design is for an individual building compoom and has been bind on information pro,ided by the diem. The designer disclaims any responsibility for damages as a result of faulty or incorrect informatim spoeifuatiom andlor designs furnished to the nuns designer by the client and the carramen or aecoracy of this infomuion as it may relare to a specific project and accepts on responntraity a aercim no control with regard to fabrication. handling shipment and imstallation of masses. This truss has been designed a an individual building component in accordance with ANSVTPI 1.2002 and NDS-02 to be incorporated as pan of the building design by ■ Building Daigoer (registered architect or professional enguecs). When reviewed for approval by the building designer, the design badinp sbaw a mus be checked m be sure that the data show are in agreemm with the local building codes. local climatic records for wind or snow loads. Project specifixations or special applied bads Unless shown truss has out been desiVxd for a-V or occupancy bads. The design ns®es compmsioo chords (sup orbottom) are caotiwoosly braced by sheathing unless oWawise specified. Where bottom chords in tension are rot Polly braced latently by a properly applied rigid ceiling they should be braced at a maaimam spacing of 10'-0' o.c. Connector plate shall be maaufactored from 20 gorge hot dipped galvanimd aed meeting ASTM A 653. Crude 40. anlea odlawise shown FABRICATION NOTES prior m fabrication. the fabricator shall review this drawing to verify that this dewing is in conlmous ce with the fabricators plans and to realize a continuing responsibility for such verification. Any discrepancies are to be put in writing before tuning or fabrication. Plates shalt not be installed over Imothalm lmots or diound grain. Members shall be m for tight fining wood to wood bearing Connector plates shall be located on both facts of the truss with nails fully imbedded and shall be sym. abort the joint unless abetwise shown. A 50 plate is 5' wide a 4- long A 6.3 plate is 6' wide a 8' long. Slots (boles) sun puaBel to the plate length specified. Doable cuts on web members shall meet to the cmroid of the webs unless otherwise show. Cmanctor plat sizes are minimum size based on the forces shown and may oed to be increased for certain blowing and/or auction stresses. This mass is rot to be fabricated with fate ntudaul created timber unless otherwise shown. For additional informnum on Quality Cannot refer to ANSVTPI 1-2002 PRECAUTIONARY NOTES All bracing and nation recommendations are to be followed in accordance with'Hadlbg. Installing ad Bracing'. IBB-91. Trosm arc m be handld with puniadu earn during beading and beaming, dd'nay and installation m avoid damage. Temporary and permanent hracing for holding uusses in a straight and plumb position ad for resisting lateral forces shall be designed and installed by other. Carefal handling is mend-/ and ereuioo bracing is always required Normal prenmiooarY action for musses requires such temporary bracing during mstalluiao between trusses to avoid toppling and domimiog. Tbc supervision of erection of moan shall be under the control of Persons OrPerieneed in the inaalluion of ounces. Professional advice shall be sought tf needed. Conoenmatbn a<mmtnraioa bds grata than the design lads shall nor be applied m nurses u any time. No bads other than the weight of the caws shall be applied to trusses ontil after all fastening and bracing is completed. . TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 2x 4 SP #2 0- 0 MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. ----MAX. REACTIONS PER BEARING LOCATION----- B-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 532 331 -430 B Pin 10-10-12 1 460 0 -518 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.06/411-0.12/999 4-5 Horiz. -0.01 -0.03 NA Max DL Deflection L/548 . -0.06 Long term deflection factor . 1.50 4-5-3 0-6-6 'k t 1 0-8-0 532# 8.00" Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise Right End vertical designed for wind. In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 4 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1287/1028,2-3.-130/91, HOT CHORD 1-0.-771/857,0-5.-1199/1203, 5-4.-1201/1202, Webs 5-2.0/215,2-4.-1090/1053, 4-3.-2/245,0-0.-270/100,1-0.-431/328, 11-0-0 T 2 4.00 2.00 10-8-8 6 5 1-4-8 11-0-0 (R1- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO Systems \1 ERECTING CONTRACTOR. BRACING NARNZNG: LM a ro n da V ys to ms Bnbai shorn on this drawing is as acabn bcdd y t aid bracing portal bracing or own is ar' ia8which is. pan of the building design and •rich mesa be considered by tore building designs. Racing shown is ran lateral support of muss members only to reduce buckling length. provisions mug be made to ■uchor lateral bracing a ends and specified bcuiam determined by the baildbg designer. Additional bracing of the overall anncmre maybe rcgaeed. (See HIB-91 of TPI}for Rmifa: mass bracing requirement contact building deagra.(Tnss Flats htgimte. TPI is botom .1583 4005 MARONDA WAY O'Oaaft Drive, Madison, Wisconsin 53719), Samford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 0000SOD68 36711 1 ", n FL Ctaukootse FL 32766 ......... ..Joint Locations ............... 1) 0- 0- 3) 10- 8- 8 5) 5- 4- 4 2) 5- 4- 4 4) 10- 8- 8 6) 0- 0- 0 WndLod per ASCE 7-02, CQC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 10.7 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1287 0.48 A 1- 0 857 0.27 2- 3 -130 0.35 A 0- 5 1203 0.35 5- 4 1202 0.40 .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 215 0.07 C 4- 3 245 0.14 2- 4 -1090 0.59 C 1- 0 -431 0.15 0-�$ 3 460# 2.50" 4 Eng Job: Dwg : Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale - 0.4112 WO: CHEE3 TI: M 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-1435C Designs Matrix Analysis Yror]le rain: cr\ran.-ones worrc\warn \..naa,.��..ao...�o,•..a .�.-••y... Job: CHESAPEAKE X 3 Cuetomer:10# UPLIFT D.L. WO:CHER3 TI:N Qty:2 a ' DESIGN INFORMATION This design is for ao individual building component ad has been based on information pmided by the dim. The designer disclaims may responsi0ili:y for damages as a remit of faulty Of Ineerreel infamaiM speeilk atians and/or designs furnished to the muss designer by the client and the wrivemess in accuracy of this information as it may relate in a specific prejoet and accepts On responsibility or tamisa no emrul with regard to fabrication, handling, shipment and installation of masses. This haw has been designed as an individual building =patron in accordance with ANSVfPI 1-2002 and NDS-02 in be incorporated as pan of the building design by a Building Designer (registered architect in prof ..ion, mginca). Wheat revicwd for approval by the building designer. the design bdinp shown moss be chocked to be sure that the dun show use in agreemm with the local building codes. local climatic reads for wind or mow bads, project specifications or special applied bads. Unless themu truss has om been designed fur amagc in occapacy, beds. The design a ampre . chords (top or bottom) are continuously braced by th,mhing unless otherwise specified. Where bottom chords in tension are not fully braced lum ly by a property applied rigid ceiling they should be braced a a mmimom spacing of Id4' o.c. Cmnaccou places shall be manufactured from 20 gaoge bon dipped galvanind steel meeting ASTM A 653. Grade 4 unless otherwise shown FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing to vdry thin this drawing is in confoemanse with the rabrica oes plain ad m realm a cominuing rap'hairy for mob verification. Any disc in are to be put in writing before tatting or fabrication. Plata shall our be installed ova kmthnlea knots or dunned grain. Members shall be m for tight fitting wood to woad baring. Camectns plain shall be bated on bah faces of the muss with nails Polly i and dull be s5m. about the join rum otherwise shown. A 5a4 plate is 5' wide a 4' long. A 6.8 plate is 6' wide a 8' long. Slurs (holes) rot parallel to the plate 1=0 specified. Double cots on web members shall meet a the centroid of the webs mless Otherwise mow. Connector plate sic- are minimum sim based m the forcesshown ad may need m be ipcm fur cenain hamming ad/m erccrioo stresses. This man if not to be fabric" with foe raldim tried lumber mess otherwise show. For additional information on Quality Control refs in ANSVfPI 1-2002 PRECAUTIONARY NOTES NI bracing and erection recommadaims are to be followed in accordarce with 'Handling. tasselling and Bracing'. HIB-91. Trusses are in be handled with panindin are during banding and bundling. ddnwy and installation to avoid damage Temporary and permanent bracing fur holding trusses in a straight and plumb position ad fur resisting lateral forces mall be designed and installed by others. Carefal handling is essential and motion bracing is alwa i required. Normal proarmiaury action for m¢na requires Rah temporary 6racntg daring installation between mount to avoid toppling and dcmicau4 The snpervitim aferectinn of trans mall be audit, cannot of persona experienced inthe installation ortrusam. Professional advice shall be sought if needed. Concentration of cmwroa;an lad, grater than the resign loads shall not be applied to tresses it aM time. No wads Other than the weight of the erama thou be applied to trusses mail after all fastening and bracing u TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP 03 2x 4 SP #2 0- 0 [1: Plate(s) OFFSET from joint center. The Joint Detail Report must be included with any submittal, inspection, and/or fabrication documentation. Right End vertical designed for wind. ----MAB. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 532 327 -425 B Pin 10-10-12 1 460 0 -516 T H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/xxx 0.01/xxx 4 Horiz. -0.01 -0.03 NA Max DL Deflection L/xxx . -0.03 Long term deflection factor . 1.50 4-3-3 0-6-6 'k t 0-8-0 532# 8.00" Analysis based on Simplified Analog Model. MULTIPLE LOADS -- This design is the composite result of multiple loads. A11,COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, He 15.0 ft, I- 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 11.0 ft Truss in INT zone, TCDL. 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1285 0.50 A 1- 0 855 0.26 2- 3 -129 0.35 A 0- 5 -1257 0.35 5- 4 -1259 0.40 .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 5- 2 215 0.07 C 4- 3 253 0.14 C 2- 4 1110 0.59 C 1- 0 -450 0.15 C 10- 8- 8 4.00 2.00 ...eeeeer,ee=.=Joint Locations ............... 1) 0- 0- 0 3) 10- 6-12 5) 5- 4- 9 2) 5- 4- 9 4) 10- 6-12 6) 0- 0- 0 Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s)t 4 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1285/1042,2-3.-129/83, HOT CHORD 1-0.-811/855,0-5.-1257/1201, 5-4 1259/1200, Webs 5-2.0/215,2-4.-1089/1110, 4-3--3/253,0-0.-270/107,1-0.-450/328, 0-" rT___l 6- 1 5 0-1-10 1-8-1 460# 2.50" 10- 8- 8 6 5 4 to- s s 0-" `14 (RI- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON SKIS SHERT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Bracing mown onthis drawing isnot maim bracing.wind Iradng, portal bracing or similar bracing wiucb is a pan of the building design and which most be considered by the building designer. Bracing mown is our lateral support ermm membera only to reduce buckling length. Provisions mug be made to anchnt lateral bracing in ads and specified bntilona determined by the building designer. Additional bracing of the overall strmeture may be required. (Sec HIB.91 of TPI) fnr specific man bracing requiremrmts. amac: build(og designer.(Trvn Plats InRitum TPI is wend at 583 D'fiio Dri . Madima Wisconsin 53719} Oa Eng Job: g ram., Dw' DSgnr : TLY Chk : LMaronda systems TC Live 16.0 pS f TC Dead 7.0 p8 f BC Live 10.0 pS f BC Dead 10. 0 pef TOTAL 43. o S1 4005 MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE 00005OD68 36711 1 --n FL Chukbbtaa FL 32744 Scale = 0.3739 WO: CHER3 TI: N 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-14611 Design: Matrix Analysis Frorlle Farms a j\n.prx Job: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:O Qty:2 ' DESIGN INFORMATION This design is Cm an individual building component and has been based on information pemided by the clued. d. The designer disclaims any responsibility /br damages a a mall of faulty or incorrect information specifications aodla designs fmoished to the toss designer by the client and the co nortnm or accuracy of this informaum as it may rein, to a specific project and accepts On respotmbiliry co aaeises onconbol with rested to fabrication, handling shipment and installation of trusses. This unss has been designed as an individual building componcul in accordance with ANSI/fPI 1-2002 and NDS-02 to be incaperated as pan of the building design by a Building Dedgta (rcgiaaed architect Or Professional engineer). When --d for approval by the building designer. the design loadings mown map be cbeckd to be min that the data mown are in agre®m with the local building codes. local climatic records for wind or snow bads. project speciffcatbns or special applied bads. Unlm shown, puss has not been designed Ca storage or occupancy bads. The design assama compression chow (top or boron) are continuously brwd by sheathing unless otherwise specified. Where ban, chow in tension are ea Polly brad laterally by a properly applied rigid ceiling they should be braced at a masimnm spacing of Id-0' o.c. Cmoater plum shall be manufactured Croon 20 gage but dipped gad -mini pal meeting ASTM A 653. Grade 4 unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review this drawing to vmry that this drawing is in cmCormance with the Gbricam/s plans and to realize a continuing responsibility for such verification. Any discrepancies are to be pat in writing before cutting or fabrication. Plata shall not be installed ova knotholes. (mots - dipaned grain. Members shall be em for tight fitting wood to wood beating Conon" plate, shall be looted On both fans of the truss with nails fully i rboddd Val shall be sjm about the joint calm otherwise shown. A 5s4 plate is 5' wide a 4' long. A 6sg plate is 6- wide a 9' long. Sloss (holes) inn parallel to the plate length specified. Double cuts on web members shall mat a the cmroid of the .eW unlm otherwise mown. Connector plate aim ere minimum sizes based on the forces shown ad may need to be increased for chain handling and/or auction presses. This truss is not to be fabricated with rue retardant treated tombs unless otherwise shown. For additional information no Quality Cauhul rcfa to ANSI/CPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommadatims are to be followed in accordance with 'Handling. Installing and Bracing', NIB.91. Trasse, are to be handled with particul. art dining baling and bulling delusory and mu.natim to avoid damage. Temporary and pon aent tracing for holding trusses in a straight and plumb position and for retesting lateral lbrcea shall be designed and installed by others. Carew handling is essmia and eemim bracing is always required. Normal prmutimary action for crosses requires such temptuary bracing during mpallatim between busses to avoid toppling and domiming The mpmrision of erection of anuses shallbe uada the control of perwm aperiemd in the installation of Crosses. Professional advice mall be sought H ended. Concentration ofeanpmaim load: grata than the design loads shall not be applied to trusses It any time. No loads other than the weight of the erecmrs shall be applied to aura until after all fastening and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP 92 WE: 2x 4 SP #3 2x 4 SP #2 7- 7 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ARCH 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 11.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 2- 6 709 0.21 C 5- 4 -91 0.07 C 6- 3 371 0.12 C 0- 0 -195 0.10 C 3- 5 -752 0.22 C 3- 3-"3 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. In -Plant Quality Assurance with Cq. 1 ----MAR. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 545 273 -563 B Pin 10-10-12 1 465 0 -288 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 1251 0.36 A 7- 0 -1186 0.26 2- 3 -799 0.39 A. 0- 6 -1377 0.32 3- 4 38 0.14 A 6- 5 688 0.21 .............. e ..Joint Locations ............... 1)0- 0- 0 4) 11- 0- 0 7) 0- 0- 0 2) 3- 9- 0 5) 11- 0- 0 3) 7- 6- 0 6) 7- 4- 4 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1077/1251,2-3 799/603, 3-4.-34/38,. SOT CHORD 7-0.-1186/833,0-6.-1377/1035, 6-5.-612/688, Webs 2-6.-265/709,6-3.-239/371, 3-5.-752/669,5-4.-91/91,0-0.-195/176, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.10/466 0.02/999 3 Horiz. -0.02 -0.04 NA Max DL Deflection L/621 . -0.07 Long term deflection factor . 1.50 7-6-0 3-6-0 2 3 4 4.00 2.00 545# 8.00" 4654 2.50" 7-4-4 3- 7-12 7 6 5 1-4-8 11-0-0 t -. (RI-5-6) -. EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale=0.4932 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: this drawing (s not creetbnb:adngwidbr�ng.por,albracing ec:;mBabrxingw�isapan of the baikling design and which map be considered by the building designer. Bracing shown is for lateral support of moss members only toreduce buckling Iengh. Provisions must be made to melon lateral bracing a ends and specified locations determined by the Wilding desigon. Additional hoeing of the overall concrete may be required. (Sec HIB-91 ofTPI).Fca specific «ass bracing requirements. contact building designa.(Tmsa Plate Institute. TPI is located at $83 D4DmftioDrixMadismWisconsin53T19z Eng Job: Dwg' Da r:TLY Chk: WO: CHER3 TI: O 9/24/2005 MmsBacingmawnm aronda Syste TC Live 16.0 s f p TC Dead 7.0 psf BC Live 10.0 PSf BC Dead 10.0 psf 1 TOTAL 43.0 psf Lbr DF : 1.25 PI t DF : 1.25 O.C.: 2- 0- 0 TPI-02/PBC-04 Code: FLA v4 .7 .21-14262 4005 MARONDA WAY Sanford, FL.32771 (407) 321-0064 Fax (407) 321-3913 TOM/l4 POND taf P.E. LICENSE 0050068 sal Madalion re, Chukwtae FL 32766 Designt Matrix Analysis Frorile rate: c;t\'law-LUA\worx\Done \s:aans \taaanraswaa m jk+,.Faac Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:Q Qtyt2 a I DESIGN INFORMATION This design is for an individual building component and has been based m information provided by the diem. The designer disclaims any respaatibility fm damages a. temp of faulty or incorrect information specifications and/or designs famished to the tmo designer by the ctimt and the conectom or accuracy of this information as it may relate to a specific project and accepts m respmnbility or esmises m control with regard m fabrication. handling, shipment and installation of trusses. This torn bar been designed as a individual building componem in accordance with ANSVfPI 1.2002 and NDS.o2 to be incorporated as pan of the building design by a Building Designer (registered architect or professional crgnea). Wb= reviewed for approval by the building designer. the design loadings shown must be dbaked to be sure that the data sboam are in agreement visit the local building codes. local climatic records for wind or maw loads. pmj.1 specifications Or special applied loads. Unless showar. a mst has our been desigrd fro storage or occupancy loads. The design astumel comprrmm cbmils (sup or broom) are continuously braced by sheathing unlera otherwise specified. What broom chords in tension are not Orally braced laterally by a property applied rigid ceiling they should be braced at a masimam spacing of to,.v o.c. Connector plates shall be maonfactured fiom 20 gorge bon dipped galvanized steel meeting ASTM A 653. Grade 40, odes; otherwise show. FABRICATION NOTES Prim to fabrication. the fabricator shall review this dra.ing to verify that this drawing is in conformance aitb the faluiatofs plans and to realize a cmtiming resPombitity for such verification. Any discmpaocies are to be put in aaidog before cutting or fabriutim. Plates shill om be insured ova ►armholes, knots or distorted grain. Members shall be our for tight Otting wood to wood bearing. Connector plates shell be looted on both fin of the tram with mils fully imbedded and shall be s5m. abom the joint unless othaaise show. A 5a4 plate is 5' wide a 4' long. A 6ag plate is 6' wide x g' long. Slots (holes) mat palatld to the plate length specified. Double cats on wYb members diall meet at the cenbomd of the webs unless otherwise show. Cumxctor plate sizes are minimum diza based on the forces show and may aced to be incensed fro certain handhng and/or erection messes This bon is not to be fabricated with fur retail= treated lumber unless mwws hise shoFor additional information on Quality Control refer in ANSVfPI 1-20M PRECAUTIONARY NOTES All bracing and erection recommendaim; are to be followed in accordance with'Handliny. Insulling and Bracing'. HIB-91. Trusses are to be handled with paniabar ore during handing and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for rmsling lateral forces dull be designed and nstaned by oa m. Cudu1 handling is a nriid and erection bracing is always required. Normal precautionary action for trusses rcquirn sash temporary bracing timing •n..i.... bwten mosses to amid toppling and domimmg. The mi m ision of aectim of umsrs shallbe under she control of persons rapesienced in the insuuatim of vanes. Rofestional advice shall be smglis if mined Concentration of omarntum lore: grata than the design kinds sball out be &Mind to smsta at IM time. No bads ether than the weight of the crctoes shall be applied to manes until after all fastening and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-3/3, BOT CHORD 4-0.-18/10,0-3.-9/21, Webs 0-0.-5/11 .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 0- 0 -5 0.01 C MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 147 64 -215 B Pin 1- 7- 0 1 63 0 -125 - B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 1-8-4 1 2 4.00 5x8 1- 3-15 0-6-6 0-2-1 2.00 0-8-0 147H 8.00" 63# 2.50" 1, 1-8-4 4 3 1-4-8 V 1-8-4 L (R1- 5- 6) ..............Joint Locations ..•==__________ 1) 0- 0- 0 3) 1- 8- 4 2) 1- 8- 4 4) 0- 0- 0 WndLod per ASCH 7-02, CSC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 , Bld Type. encl L. 40.0 ft W. 1.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -3 0.01 A 4- 0 -18 0.01 0- 3 21 0.01 Attach with (2) 16d Toe -Nails T 0-11- 2 � f 0- 2AItach with (2) 16d Toe -Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: EMaronda Systems B aron �,lb�ngo<dmilar�eioaw�eisapartof the building design and wbicb must be considered by the building designer. Bracing shown is for Wail support of unst membm only to reduce buckling length. Provisions mug be made to anchor lateral bracing at end; and specified locations determined by the building designer. Additional bracing of the overa i structure may be required (See IEB-91 of TPI).For specific trust bracing requucmema contact building designa.(Truss Plate Institute, TPI is located al Sg3 4005 MARONDA WAY Domtt;o Dive, Madison. Wisconsin 53719} Sanford, F1. 32771 (407) 32IL-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 39711 1 Noe M Chukb&b6 FL 32764 Eng Job: Dug: DSgnr:TLY Chkt TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf Scale = 0.6279 WOt CHEK3 TI: Q 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analyses rroraae ,acne 1. awu.a,v aver_ - +vr.r-.- Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:R Qty:2 a DESIGN INFORMATION This design is for an individual building component and has been brad oo infinendioo pm kd by the diem. The designer disclaims arty responsibility for damages a a resol: of faulty or incorrect mformnioo. specifications and/or designs furnished to the truss designer by the client and the tonatness or accuracy of this information a u may fel.e to a specific project and accepts no responsibility or eeseises no control sith regard to fal ricstimt handling shipment and imulbaims of trusses. This has has been designed as an individual building component in accordance with ANSVfPI 1-2002 and NDS_02 to be incorporated a pan of the building design by a Building Designer (registered architect or pofessional engineer). When reviewed for approval by the building designer. the design loadings show must be chocked to be some that the dau mow ere in agreement with the local building codes, local climatic records for wind or snow loads, Project speeifneatiom or gmisd applied loam. Unless mow. m:s has net been des good for stooge or Occupancy loam. The design ansnma compression chords (lop or bom m) are comimonsly braced by sheathing urles otherwise specified. Where bottom chow in tension ere can fully braced laterally by a property applied rigid ceiling they should be braced at a maximum spacing of 19-M o.c. Connector plates shall be mano6ctm,d from 20 grog, but dipped galvanized swell meeting ASTM A 653. Crude 4% unless oherwiw moan FABRICATION NOTES Prim to fabrication, the fabricator shall review this dresing to vaify that this drawing is in cnofurtu:Qe with {be fabricames plans and to rediae a cam ins repowbility for mch verifxatloa Any d;scr,parcia are to be put in writing before cutting or fabrication. Plata shall am be installed over knotholes, know Or dunned grain. Members shall be elm for tight fining wood to wood bearing. Conneaut plates shill be located on bah fins of the truss with nails full• imbedded and shall be s)m. #boot the joint unles othenise shown. A 5x4 plate is 5' wide a 4' long A 6x$ plate is 6' wide a 8' long Slots (holes) run passtlel to the plate length specified. Double cuts no web members shall meet at the centmid of the webs unless Otherwise shorn. Couneetor Plate sices are minimum sizes based on the force mown and may need to be increased for certain handling and/or erection stresse. This Oasts ;s om to be fabricated with fire rcurdsot utawd lumber Odes otherwise show. For edditiooal information on Quality Control refer to ANSln?l 1.2002 PRECAUTIONARY NOTES All bracing and erestion recommendations are to be fblkwed in accordance with 'Haml;ng Installing and Bracing". HIB-91. Tresses arc to be handled with particular ere during balling and bundling• delivery and jostallatioo to avoid damage. T®por4ry and permanent bracing for holding trusses in a straight and plumb position and far resisting lateral forces shall be deigned and instilled by others. Careful handling is essential and er¢tion bracing is always regdrcd. Normal pmc=wnaty action for trusses requiro such temporary bracing during installation baweco trusses to avoid toppling and dominoing The supwisioo of erection of trusses thdl ho order the control of persons experienced in the installation ortruzses. Pmfesional advice mill be sought H needed. Corocniran" of nons,nrt en loads gaiter than the design loam dull Out be pplled to trusses; at wry time. No loads Other than the slight of the erectors shill be applied to oases until after W fastening and bracing is TC: 2x 4 SP 02 BC: 2x 4 SP #2 WE: 2x 4 SP #3 2x 4 SP #2 2- 4,6- 6 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. This 1-PLY Hip Master designed to carry 3- 0" open jacks (no webs) and Hip Jack Rafter framed to TC In -Plant Quality Assurance with Cq. 1 In -Plant Quality Assurance, per sec. 3.2.4 of TPI-1-02, for joint(s): 4 ..TC. ..PORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -1600 0.44 C 6- 0 1118 0.32 2- 3 31 0.62 C 0- 5 1528 0.55 5- 4 1425 0.77 2-3-3 0-6-6 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. WndLod per ASCE 7-02, CBC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 40.0 ft W. 11.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. ----MAX. REACTIONS PER BEARING LOCATION----- R-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 634 182 -592 B Pin 10-10-12 1 563 0 -200 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI.. Cr .WEB. ..FORCE..CSI. Cr 5- 2 392 0.13 C 4- 3 -187 0.04 C 2- 4 -1441 0.99 C 0- 0 397 0.31 C 4-6-0 4. 00 2.00 56.2# 6-6-0 .. ..Joint Locations ............... 1) 0-. 3) 11- 0- 0 5) 4- 4= 4 2) 4- 6- 0 4) 11- 0- 0 6) 0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -46 -1- 4- 8 -46 4- 6- 0 TC Vert L+D -54 4- 6- 0 -54 11- 0- 0 BC Vert L+D -47 0- 0- 0 -47 11- 0- 0 Concentrated LBS Location TC Vert L+D -56 4- 6- 0 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-1600/1123,2-3.0/31, BOT CHORD 6-0.-996/1118,0-5.-1148/1528, 5-4.-1100/1425, Webs 5-2.-152/392,2-4.-1441/1113, 4-3•-187/43,0-0.-154/397, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span-0.19/632-0.38/323 4-5 Horiz. 0.04 0.07 NA Max DL Deflection L/662 . -0.18 Long term deflection factor . 1.50 0-8-0 I I 634# 8.00" 4-4-4 6- 7-12 6 5 1-4-8 11-0-0 (RI- 5- 6) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OP THIS DRAWING TO BE GIVEN TO Sag Job: Dwg' Maronda Systems ERECTING CONTRACTOR. BRACING WARNING: Bradng�aano�am,nai�unot,�lonbr,dins%indb„cinap«bracing «°mbrbracing a�hisapan of the building design and awn mull be considered by the building designer. Breciog moan is roc lateral support of truss D8 r:TLY Chk: members only to reduce buckling length. Provisions must be made to anchor latent bracing at ends and specified locations determined by the building designer. Additional bracing of the overall structure may be ra ci a (See HIB-9l of TPl).For specific moss bracing rap;r®am. contact building designa.(Tmss Plate Institute. TP1 ;s located as 593 D'Onofrio wive. Madison. Wisarwn 53719). Live TC Li16 . 0 a f P TC Dead 7.0 ps f BC Live 10.0 ps f BC Dead 10.0 Pelf ITOTAL 43.0 psf 111 4005 MARONDA WAY Sanford, FL. 32771 (407)321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE OWSO 60 307 Medallion FL ChAw* FL 32746 3 T 1-5-0 1t 0-7-6 4 M 563# 2.50" 4 Scale co 0.4903 WO: CHER3 TI: R 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA vA 7 71-1df.1'. Designs Matrix Anaaysis rrmuaer caws a.:ken..-wwwaa��wsaa,.�..m••��..•••..,••-••••••-• •- �.•••r-•- Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:T Qty:6 fA DESIGN INFORMATION This design is for an individual building eompmw and has been based not info r anon prmided by the client. The designer disclaims any responsibility for damages as a resnh of (dully or incorrect information. specifications and/or designs fomished to the one designer by the cline W the corramm or accmacy of this wformatim as it may relate to a specific pmjwt and accepts no responsibility or esaeises on control with regard m fabrication, handling, dupmem and iaaallmm of mosses. This truss has been designed n m individual building competent in accordance with ANSVfPt 1.2002 and NDS-02 to be incorporated as part of the building design by a Building Designer (registered architect or professional angioev). when reviewer for xppoval by the building designer. the design loadings fhnw9 muss be checked to be sure that the data shoat ale in agreement with the local building codes local climatic records for wind or mov bads. pojat specification, or special applied roads Unless sbowv6 nvss has sus been designed for storage or occupancy roads. The design ass dues compression chords (top or bdom) are comimmusly brad by sheathing unless otherwise specified. whore bomm chords in tension are nor folly braced laterally by. properly applied rigid ceiling, they should be braced at a maaimnm spacing of Id-0' Is c. Comecmr pales shall be mamfYmrd form 20 garage but dipped galranizd nod meeting ASTM A 655, Grade 40, unless otherwise showy. FABRICATION NOTES Prim to nbricta on, the fabricnm mall revim this drawing m verifj thn this drawing is in conformance with r the bricaofs plans and to realize. continuing responsibility for such .aifxation. Any discrepancies are to be pm in writing before tuning of fabrication. Pones mall sum be insulld ova kwotboles. Jaunts or dissected grain. Members shall bean for tight fitting wood In wood bearing. Connector plates shall be rocatd on both fans of the tram with nails (idly imbedded and shall be sym. about the pin: onless otherwix shown. A 5a4 pine is 5' wide x V long. A 6x8 plat is W vide x 8' rang. Slon (holes) run parallel m the plate length specified. Doable cuts on web members mall meet at We cmnoid of the weld unless otherwise mowv. Carmatm plate sizes me minimum sizes based out the forces shoat and may need to be increased fbr counts handling and/or nation stresses. This notes is net to be fabricated with foe reurdam treated lumber unless Otherwise shown. For additional information on Quality Control refa w ANSVTPI 1.2002 PRECAUTIONARY NOTES All bracing and aatim recommendations are to be followed in accordance with'H-mlmg. tanalling and Bracing'. HIB-91. Trusses me to be bundled with particular care during banding and bundling, dd'nery and imuBuion to -id damage. Temporary and pumanmr bracing for holding tmaes in a straight and plash position and for resisting Weral fortes shall be designed and innalled by olden. Careful handling is mmW and swim bracing is allays required. Normal precautionary action for tosses respires such temporary bracing during installation between trusses to ."id toppling and dominating. The supervision of erection of unsscs shall be undo the control of persons experienced in the insullatim of mosses. professional advice mall be sought Ifneedd Conant ssmor ofeen tmetee leads greater than the design loads shall oar be applied to trusses in any time. No Wads other man the weight of the aeetan mall be applied to mosses until after all fastening and bracing is TC: 2x 4 SP 02 BC: 2x 4 SP 02 WBn 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -34 0.23 A 1- 0 -82 0.13 0- 3 16 0.04 .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 1- 0 68 0.13 C Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq. 1 ----MA%. REACTIONS PER BEARING LOCATION----- %-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 168 140 -258 B Pin 2-11- 4 1 64 98 -161 T Pin 2-11- 4 1 67 0 -39 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Cr--------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio a in./Ratio Jnt(s). I.Span 0.05/527 0.01/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/702 . -0.04 Long term deflection factor . 1.50 2-3-3 0-6-6 1 t. 3-0-0 6.00 3.00 2 ... •.........Joint Locations ............... 1)0- 0- 0 3) 3- 0- 0 2) 3- 0- 0 4) 0- 0- 0 WndLod per ASCB 7-02, CBC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, &zt. 1.0 Bld Type. encl L. 60.0 ft W. 3.0 ft Truss in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-34/6, HOT CHORD 1-0.-82/74,0-3.-11/16, Webs 1-0.-65/68, CIL: 2-11-4 Attach with (2) 64# 1.50" 16d Toe -Nails T 1-5JI-6 T 0-8-0 I I N 168# 8.00" 67# 1.50" 3-0-0 y 4 3 ..0-10- 8 3-0-0 (R0-11-12) Attach with (2) 16d Toe -Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEBT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: CMaronda Systems Bracing shay ou this drawing is net anion Dram& wind bracing, postal bracing orsimilar bracing utich is a port of the building design and atieh mast be coosiderd by the building designer. Bracing mown is for lateral support of thus members only us reduce heckling length. Provisions most be made m anchor law bracing a ads and specified aim determined by the building designs. Additional brw mg ofthe overall mucture may be repird. (See MB-91 of TPI).Fw specific trna bracing rcquiremems, unman building daigma.(Trues mote Insitma TPI is local to 582 4005 MARONDA WAY DOwfirie Dri e. Madison. w 53719� Sanford, FL. 32771 (407) 321-0064 Fax (407) 32.1-3913 TOMAS PONCE P.E. LICENSE OWS0068 367 Meda*m FL CINIFIaotar FL 32766 Over 3 Supports Scale = 0.4705 Eng Job: WO: CHER3 Dwg: TI: T Dsgnr:TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Codes FLA Designs Matrix Analysis rrorlle rain: s::\l"66-Wa\NOZE\J VDa\WbA�\t.86isAL6Mn n .a\+•y+as Job: CHESAPEARE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:D Qty:2 I I DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the cline. The designer disclaims any responsibility lot damages as a =11 of faulty or incorrect information. spcificniom and/or designs furnished to the wa designer by the client and the co t-mea car accuracy of this ioformatioo as it may rein to a specific pojat and accepts co responsibility or esercises m control with regard to fabrication. handling, shipment and installation of anne& This trust bas Deco designed as an individual building compooeat in accord ,..,e with ANSVFPI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designs (registered architect or professiom i engineer). When reviewed la approval by the building designer. the design loadings shown must be checked to be more that the data show art in agreement with the local building codes. local climatic records for wind or mow bads. project spcifxatiam or special applied loads. Unless shout6 truss has not been designed for stooge or occupancy bads. The design aanma compression chords (cop on human) use continuously braced by sheathing unless otherwise specified. Where bottom chords in temim ere not ftdly braced laterally by , property applied rigid ceiling, they sbmld be breed at a maaimum spacing of 10-0' o.c. Connector plates shall be mauofacmred fie. 20 gauge but dipped galvanized seed meeting ASTM A 653. Grade 40. unless othauisc shown. FABRICATION NOTES Mar to fabrication. the fabricator shall review this drawing to vairy that this drawing is in con with the fabricatoh plans and te realize a rxminuing responsibility for such verification. Any discrepancies use to be pot in writing before totting or fabrication. Plates tall not be installed ova kmtholm knots or diaoned grain. Members shall be an for tight fitting weed to wood baring Connector puss shill be looted on bab lion of the tuna with mils fully irrnI ' I and shall be s)m. about the joint unless otherwise shown. A 5a4 plate is 5' wide a V long A 6a8 plate is 6' wide a g' long. Slots (bola) rot parallel to the pine length specifud. Double cuts no web members shall men st the camid of the webs unless otherwise shown. Comctor plate sines see minimum sizes based on the forces shown and may need to be it aced for casein hamdlmg and/or action messes. This otter a not to be fabricated with ftre rcwdanl treated lumber unless otherwise shown For additional information on Quality Oxaml refer to ANSVFPI I.2002 PRECAUTIONARY NOTES All bracing and oration—cradatiom are to be lbUowed in sca ndauce with'Handling togalling ad Bracing'. HIB-91. Trusses are to be handled with panicnlar care during banding and bundling, delivery and installation to avoid damage. Temporary and permment bracing for holding woes in a straight and plumb positive ad for resisting lateral forcesshall be dared and insalld by others. Cucfol handling is ascotial and aection bracing is alwa), required. Normal peamiernr). action for muses re pim such temporary bracing daring installation be— tosses to avoid toppling and dominoing. l be mpavWne of section of mtsses shall be under the control of permns experienced in the installation of tenses. Profession, advice shill be might if ec lm Comce u of conwm m bads grata thm the design loads shall teas be applied to tmaa at any time. No bads other than the wa& of the asters dell be applied to mosses until after Al fastening and bracing is completed. TC: 2x 4 SP #2 BC. 2x 4 SP 02 WE: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. Right End vertical designed for wind. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-24/0, HOT CHORD 4-0.-192/57,0-3.-18/47, Webs 0-0.-38/142, .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. Cr 0- 0 142 0.22 C MULTIPLE LOADS -- This design is the composite result of multiple loads. Shim or wedge if necessary to achieve full bearing. In -Plant Quality Assurance with Cq- 1 ----MAY. REACTIONS PER BEARING LOCATION----- Y-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 138 131 -151 B Pin 1-11-12 1 81 0 -191 B. H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.12/338 0.03/999 2 Horiz. -0.02 -0.04 NA Max DL Deflection L/450 . -0.09 Long term deflection factor . 1.50 1-9-7 0-6-6 2-0-8 1 2 6.00 0-4-2 3.00 T 1-2-8 1 0-4-2 fmq q 138# 8.00" 81# 1.50" 2-0-8 4 3 0-10- 8 le 2-0-8 (RO-11-12 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING 11CT0R. BRACING WARNING! FMaronda Systems � shown -this drawing nor satin° bating. Mace& portal blaang carrimilu bracing which is a pan of the building design and which must be comidened by the building designer. Bracing shown is for lateral oppott of man membm only to reduce buckling length. Pavisions mug be made to anchor lateral bracing at cods and specified locations determined by the building designer. Additional bracing of the overall aructure may be required. (Sot HIB-91 of TPI).Fm spairc ran bating rapimmcw& coact building desipa.(Tan Pine bgimm TPI is bald 81533 4005 MARONDA WAY D'Oaofrio Drives Maeiam Wisansis 53709 Sanford, FL. 32771 (407)321-0064 Fax(407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 M cad ion FL CIWsksots, FL 32746 .......... .•Joint Locations ............... 1) 0- 0- 0 3) 2- 0- 8 2) 2- 0- 8 4) 0- 0- 0 WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 58.0 ft W. 2.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -24 0.15 A 4- 0 -192 0.06 0- 3 47 0.04 Attach with (2) 16d Toe -Nails Attach with (2) 16d Toe -Nails Scale — 0.5688 Eng Job: WO: CHER3 Doug: TI: U Dsgnr:TLY Chks 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA Designs Matrix Anaiyeis rroLILC raw: e.rkaaan-s.vw— -V Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:V Qty:2 ' DESIGN INFORMATION This design ;s fa an imi..idn,l building component and has been bud on idbrmation prmided by the diemTh . e design. disclaims any responsibility for damages as a remll of faulty or incorrect information, specifications and/or designs furnished to the ben designer by the client and the cmrrecmm or accuracy of this information as it may relate to a specific project ad accepts on responsibility or .reeises on control with regard to fabrication. bandling, shipment and installation of tmats. This truss has been desigtrad o an bdivideal building camponem in accordance with ANSVrF1 1-2002 and NDS-02 to be incorporated as pan of thc building deign by a Building Design. (registered architect a professional .egincer). When reviewed for approval by the building designer. the design loadings sbowa must be chucked to be sure that the data fhoa9 are in agreement with the local building codes, local climatic records for wind or sonw bads, project specifications or, special applied loads. Umm cbown truss has our been designed for storage nc aecnpen cy bads. The design assumes co e, -' chords (sup or bottom) are radianwsty braced by sheathing unless otherwise specifies) Where bottom chords in tension are net Polly bated laterally by a properly applied rigid ceiling they should be braced at a mas;mmm spacing of l V-0' o.c Cmm tor�pl.a.ues dullbe maon6cmred Bum 20 gang. bed dipped gatvmzcd Feel meeting ASTM A 653. Grade 40, unless mh.wise showy. FABRICATION NOTES prior to fabricatioa the fabricmr shall review (his drawing re verily, that this drawing is in conformance with the fab6caroes plain ad lo rcalin s curtinmtrg responsibility for such verification. Any discrepancies are re be per in w4iting berm tuning or fabrication. Plates "I am be installed over kmorholes. knots or distorted grain. Members shall be em for tight fitting wood lo wood bearing. Contractor plum shall be located on both fins of the true with nails fidly imbedded and shall be sym..boor the joint mnlm otherwise .bore,, A 5x4 plate is 5• wide a V long A 6ag plate is 6' wide a 8' bag Sots (holes) ran parallel to the plate length specified. Double cuts on web members shall meet at the centmid of the webs aim otherwise maw9. Com—tor plate $it. are minimum sizes based an the forces showy and may need to be increased for cabin ham ling and/or.ectiom Frmes. This ban is sum to be abricatd will, fie reum ars mcared timbermrlm otherwise mown. For additional information on Quality General refer to ANSVfPI 1-2007 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in accordance with 'Hamlimg Installing and Bracing% NIB-91. Tresses are to be hailed with panicul. ale dttimg banding ad summing ddnwy and installation to awid damage. Temparary and permanent bracing for holding trusses in . straight and plumb position and for resting lateral force mall be designed AM installed by others. CneBd handling is essential and erection bracing is 1lw2)3 required- Normal PrmatuMM action for musses requires such temporary bracing during imullation berm= trusses to awid toppling and dominoing The supervision of.eclion ofmusses slur be under the control of persons experienced in the installation of (macs. Professional advice shall be sought if needed. Cmnctemrration of construction loads gmuff than the d-p load: shall o. be ,ppliod to trusses .1 any time No loads other than the weight afthe erectors shall be applied to truaes until after aB f=..ivg and bracing is completed. TC: 2x 6 SP #2 BC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-9/0, HOT CHORD 1-3.0/1, T 1-0-4 1 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCS 7-02, CLC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bid Type. encl Le 60.0 ft W. 0.8 ft Trues in END zone, TCDL. 0.0 pef, BCDL. 0.0 pef Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..PORCE..CSI. 1- 2 -9 0.01 A 1- 3 1 0.00 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 ..............Joint Locations............... 1) 0- 2- 1 3) 0- 9- 0 2) 0- 9- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION---- X-Loc BSet Vert Horiz Uplift Y Type 0- 3-12 1 73 31 -146 B Pin 0- 8- 4 1 18 30 -50 T Pin 0- 8- 4 1 14 0 -5 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE 0-9-0 1 2 GL: 0- 8- 4 Attach with (2) 18# 1.50" 16d Toe -Nails 5x6 I 0-10-14 0-6-6 I Attach with (2) 16d Toe -Nails Face = 0- 2- 8 73# 7.50" 14# 1.50" 0-9-0 4 3 0-10- 8 0-9-0 (R0- 3- 9) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SH86T. A COPY OF THIS DRAWING TO BS GIVBN TO ERECTINO CONTRACTOR. BRACING WARNING: Maronda Systems Bracingsbwaenthisdeswingunchtg (eraction,cinwindbneing.pom�m lbrnasimilar bracing w,�� hisa.of the building design and wtich must be considered by the building dedgmer. Bracing sbow is for'am l support of tress members only to reduce buckling longth. Frwisiom mast be made to anchor lateral bracing to ends and specified 1«ations determined by the baildiug designer. Additional bracing of the overall structure may be required. (Sea I9B-91 of TPI)Tor specific ones bracing requir®cerm contact building ding design-Unuss Plate Imtimtt, TPI is located F 583 4005 MARONDA WAY DOmafrio Dd%s Madima Wisconsin 53719} Sanford, FL. 32771 (407) 322-0064 Fax (407) 321-3913 TOMAS POND P.E. LICENSE OWS0068 307 It 1 111, FL Chukwfai FL 32706 Over 3 Supports Scale = 0.6768 Eng Job: WO: CHER3 Dag: TI: V Dsgnr:TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr•DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 pef TPI-02/FBC-04 BC Dead 10.0 pef Code: FLA Designs Matrix Analysis rrorrie ratan: a jt..yrn Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:V1 Qty:1 DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. ..............Joint Locations= .............. ' This dingo is for an individual building compmat and BC: 2x 6 SP #2 - All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 1- 4- 0 bibeen based onin(mmuionpemidedbythe diem. The MULTIPLE LOADS -- This design is the continuously braced unless noted otherwise. 2) 0- 8- 0 4) 0- 0- 0 deep. disctaimsany responsibility for dareages.. composite result of multiple loads. In -Plant Quality Assurance with Cq. 1 ----MAB. REACTIONS PER BEARING LOCATION----- remb or fealty or ine-cca i.1munnio0. specifications WndLod per ASCE 7-02, C&C, V. 125mph, FORCES (lb) - Max Compression/Max Tension S-Los BSet Vert Horiz Uplift Y Type and/or designs furnished to the truss designer by the client H. 15.0 Pt, I. 1.00, Exp.Cat. B, Rzt. 1.0 TOP CHORD 2-1.-3/13,3-2.-11/13, 0- 0-12 1 6 -14 -15 B Pia and the correctness or accuracy ofthisinformatioo.it mayrdatto. sptrifieproject and accepts no Bld Type. encl La 58.0 ft W. 1.3 ft Truss BOT CHORD 3-3.0/0, 1- 3- 4 1 6 -15 -10 B Pin ncsµmabitirymuocis.mcom,olwithresudm in 8ND zone, TCDL. 4.2 pBP, SCDL. 1.2 ps! ..Toss ..PORCE..CSi. Cr ..BC. ..FORCB..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE fabrication, handling shipment and innallium, of t msses. Impact Resistant Covering and/or Glazing Raq 2- 1 13 0.00 A 3- 3 0 0.00 - - - - - - - GLOBAL MAX DBPLECTIONS--------- This truss his been designed. an iedivdual budding 3 - 2 13 0.00 A LL TL component in accordance with ANSVfPI 1.2002 and NDS-02 robe imorpmated a pat orthe building design in./Ratio in./Ratio Jnt(s). byaBuilding Designer (registered adtitatOr I.Span 0.00/999 0.00/999 1-2 professional engineer) when revived for approval by Horiz . 0.00 0.00 NA the building designer. the design loadings shown most be Max DL Deflection L/999 0.00 checked to be sore than the data mown etc in■gre®m with the local building coea.local climatic records lb, i Long term deflection factor . 1.50 wind or sort bad:, project specifications w special applied bads. Unless d..m. tins, has can been designed for storage or oampaney bads. The elcsgo assumes compresaon chord` (top or bamm) are community braced by sheathing unless otherwise specified. Where bottom chords in tension are not fully braced laterally by a I*opefly applied rigid ceiling, they should be braced at a ...unseen spacing of 10-0' o,c. Comectnr plan shall be mamfxtrued from 20 gang, but dipped galvanr:zd ated meeting ASTM A 653. Grade 44 unless otherwise shown. as-o as-o FABRICATION NOTES Prior to fabrication. the rabricam mall review this 3 2 1 chasing to verily that this drawing is in confm mmace with the:uricaars plans and to realize a continuing -1.611 F6.00 respona'Diliry for such verification. Any dis[rcpaaies are to be pot in writing before coning or fabrication. Plates mall net be installed over knotholes. knots or distorted grain. Members shall bean fin tight fitting wood W wood hearing. Corrector plates shall be baud on both ram of . the nuts with nails fay imbedded and shall be sym. about4z6 n the joins unless otherwise shown. A 5.4 plate is 5• wide a Clung. A 6.g plate is 6' wide . g' bug. Slots (boles) 0-5-8 run paralld to the plate length specified. Double cats m web members shall meet at the camid orthe webs ordess otherwise mown. Comator plane den are minimum 0-5-8 din based m the forcer abeam and may aced to be increased fin certain handling and/or erection stresses. This ua. is net to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Como] rdc, to ANSVfPI O 1-2002 PRECAUTIONARY NOTES All bracing and erection recommematioos are to be followed in accordance with •Hamming, installing and Bracing'. HIB-91. Trusser are to be handled with psnialu are during banding and bundling. ddr-y and mstallatim to avid damage. Temporary and pmar ame t bracing Ibr b.Wimg w.es in a maight and plumb position and for resisting lateral fortes shall be designed and installed by others. Candid handling is -m;al and aadenbracing isalways egmdrad.Normalprecanama�" 1.so^ smaa-ao 1.sonr action fin truss. requires such temporary bracing during -1s# lj -1oa installment between tra.es to rigid toppling and do aiming. The anpervidon Of ereclioa of Gasses mall be under the control of pavm uperienced in the 1-4-0 instillation of trv.o. Profession, l advice mall be sought L if needed. Concematim of onnnncrme bads pater thou the design bads shall net be applied to trusses a any time. 4 No bads other than the weight of the erectors shall be anolied to bosses mail alter all fastening and bracing is EXCEPT AS SHOWN PLATES ARE MiTek MT20 'C WARNING: READ ALL NOTES ON THIS SHERT. A COPY OF THIS DRAWING TO BE GIVEN TO ERBCTINO CONTRACTOR. BRACING WARNING: Maronda Systems E�� mmthis 'md'st �umtm�b°�d�.windhaan&portaligm.bracingigsb is boningWhich�°uamdss the building design and which must be cmddered by the building dcdgtrer. Bracing mown is Ibr lateral snppen of truss members only to reduce bustling leugm. Provisions must be made to anchor lateral bracing at ends and specified bcaions determined by the building designer. Additiatral bracing of the "emu structure may be required. (See HIB-91 orrpi).sw specific truss bracing repaircoens. count buildin desiper.(Tmss Plate Imam, TPI is bcaed at say 4005 MARONDA WAY Doamfrim on e. Madison Wisconsin 53719j. Sanford, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMA.S PONCE P.E. LICENSE OWS0060 307 MedwWon fL GMraOLne FL 32764 Scale = 0.9529 Eng Job: WO: CHER3 Dwg: TI: V1 Dsgar:TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Pat DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 2.0 psf ICOdet FLA Designt Matrix Analysis rrorila racn: cr\aaa-waAnorac%uvua a. .a ev-...r.,. Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI M Qty:l � DESIGN INFORMATION TC: 2x 4 SP #2 Analysis based on Simplified Analog Model. ....••••••••••Joint Locations ............... � This design is for an individual building component and BC: 2x 4 SP #2 All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 4- 0- 0 5) 0- 0- 0 has been based onidmmsuooprovided bythe client. The MULTIPLE LOADS -- This design is the continuously braced unless noted otherwise. 2) 2- 0- 0 4) 4- 0- 0 daagoa disctaims any responsibihty for damages as. composite result of multiple loads. In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- remll offarby- incorrectinfmma:ioo.spailictioos WndLod per ASCE 7-02, C&C, V. 125mph, FORCES (lb) - Max Compression/Max Tension X-Los BSet Vert Horiz Uplift Y Type and/or designs furnished to the am designer by the client H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 TOP CHORD 1-2.-3/71,2-3.-3/71, 0- 0-12 1 54 -79 -65 B Pin and the correctom or accuracy ofthis inibmanioo as it may rela:emaspecific pmjotand accepts rn Bld Type. encl L. 58.0 ft W. 4.0 ft Truss HOT CHORD 1-3.0/0, 3-11- 4 1 54 -79 -65 B Pin responsibility or nvcises on control with regards in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf ..TC. ..PORCE..CSI. Cr ..BC. ..PORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE hbncn,oahmdhn&shipment and installation ofuumes. Impact Resistant Covering and/or Glazing Req 1- 2 71 0.04 A 1- 3 0 0.03 --------GLOBAL MAX DEFLECTIONS--------- Thisone bas been designed a an individual building 2 - 3 71 0. 04 A component in accordance with ANSVdfPI 1.2002 a component in./Ratio in./Ratio Jnt(s). NDS-02 to be incorporated as pm of the building design by a Building Designer (registered architect or I.Span 0.00/999 0.00/999 3-1 professional enginm} When reviewed rot approval by T HOrd z . 0.00 0.00 NA the building designer. the design loadings show must be Max DL Deflection L/999 o 0.00 chucked d with the local building codes. local climatic records for - Long term deflection factor 1.50 wind or mew' leads project specifications on special applied bads. Unless shown, tom has rot bean designed for storage c r occupancy bads. The design assumes compression chords (rap err been ) arc conlnoonsty braced by sheathing mlm otherwise specified. Where bovom chords in tension are our fully braced laterally by a property applied rigid ceiling they should be braced to a n aumem spacing of IV-0 o.c. tor plates shall be manufactured fiom 20 gauge but dipped galvanized rued V 2-0-0 _ 2-0-0 V meeting ASTM A 653. Grade 40, unless otherwise mown. 1 2 3 FABRICATION NOTES Prim m rabriearioa the fabricator mall review this 6.00 -6.00 drawing to verify that this drawing is in conformance with the fabricators plans and to realize a continuing responsibility fm such vviBcaion. Any discrepancies are to be pm in writing her= calling or fabrication. Pima 4X6 mall nor be installed ova imotbolcs. Imms m drooled gain. Members "I be m for tight filling wood to wood being. Connector places shall be located on bah fags of the tram with wails fully imbedded and aball be aym. about the joins unlm otherwise mown. A 50 plane is 5- wide x 4-long. A 6a8 plate is V wide a 8' bug. Sluts (hole) 3X4 3x4 run parallel to the plate length specified. Doable cuts on 1-0-0 1-0-0 web members dW] meet to the ca mid of the webs anlm otherwise mown Conoector plate Sizes are minimum size based on the fortes mow ad may treed to be increased for cannier hae1mg aod/m erection sbesa. This true is net to be fabricated with rue retardant tied lumber thins otherwise mown. For additional informtion m Quality Control refer to ANSVfPI 1-2002 PRECAUTIONARY NOTES Ali bracing and aectioo .Commendations an, to be falbwed in accordance with Handling InsWlmg ad Bracing'. FH8-91. Troaes ace to be handled with particular ease during banding and bundling delivery and imuUmim to avoid damage. Temporary and permanent bracing nor holding truan in ■ teraigha and plumb N\I�XXX>=Xx position and fro resisting lateral forces mall be designed and installed by others. Careful handling is essmial and erctim bracing is always required. Normal preowimwry action nor masses requires such temporary bracing during imtauaim bcm= haaea to avid toppling and 54P 1.50" Stud @ 4- 0- 0 54H 1.50" docoiming. The mpavisim of er=60to of traaa shall be cothe c da ontrol of permes-periencalin the installation of banes. Professional advice mall be sough . if needed. Conccmnhon of a:wmaion loads greater than , 4-0-0 - the design Inds mall oor be applied to trusses at any time. No bads other than the weight of the crecton mall be 4 applied to wan anvil after all fanemng and bracing a 5 EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL MOTHS ON THI6 SHEET. A COPY OF THIS DRANING TO HH GIV3N TO ERECTING CONTRACTOR, BRACING NARNING: LM a ro n d a Systems Bndng aMwn m Uan dwhich it rot erection !rearing will hiring poet °rang m o miler hiring support the building design and which mast be considered by the building designer. Bracing mono is for land rapport of trva members only to reduce beetling length. Provisions coal be made to anchor lateral bracing at cods and specified locations determined by the building daigta. Additional bracing of the overall structure may be require& (See HIB-91 of TPI).Fm specific truss bracing requirements, emtaer building designe.(Tnss Plan Instimle. TPI is located as 583 4005 MARONDA WAY WOoofrio wive. Madison. Wiscoct 5]719) Sanford, FL. 32771 (407) 3=-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE t1tWSOD68 267 IdrL Chultbotaa FL 22796 Eng Job: DWg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf Scale = 0.8648 WO: CHEX3 TI: V2 9/24/2005 Lbr DF: 1.25 P1t.DF: 1.25 O.C.: 2- 0- 0 TPI-02/PBC-04 Code: FLA Design: Matrix Analysis rroaaaer ras.ua .. - --- a Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:V20 Qty:l 4 I DESIGN INFORMATION TC: 2x 4 SP 82 This design is for an individual building component sod BC: 2x 4 S P 02 has bear based on inCmmatioo provided by the diem. The WB : 2x 4 S P 03 designer disclaims any responsibility C. damage at. MULTIPLE LOADS -- This design is the -1[offtattycar incorrect iotmmatmspecificatiom composite result of multiple loads. and/or design famished to the moss designer by the diner and the correctness or accuracy ofthisinlbrmationa it Right End vertical designed for wind. may Mato to a specific pmjea and accepts w FORCES (lb) - Max Compression/Max Tension respotssiWhy or exercises co control wine regard to TOP CHORD 1- 2. -14 / 42 , fabrication, handling shipment and imullation of ttuma. HOT CHORD 1-3-0/0, This boss has bear designed a an individual building Webs 3 - 2.0 / 0 component in accordance with ANSVTPI 1.2002 and NDSL2 to be mcmporued as pan ofthe building design , --------GLOBAL MAX DEFLECTIONS--------- bya Banding Designer (registered architect or L L TL professional argnea)'wenereviewed far approval by in./Ratio in./Ratio Jnt(e). the building designer, the design loadings d m m true be chocked to be sure that the dau shoran arc in agramem I . Span 0 . 00/xxx 0 . 00/xxx 3-1 with the local building codes, local climatic records for Hori z . 0.00 0.00 NA wind or tuns, load& pmje a specifications or spaial Max DL Deflection L/xxx . 0.00 applied loads. Unless shooamost has ambear designed Long term deflection factor - 1.50 for storage or occupancy Wads. The design asmmes compression chords (top or bocom) are continuously braced by sheathing unless otherwise specified. where bottom chords in tension art one Polly braced laterally by ■ property applied rigid calling, they should be braced at a maximom spacing of itr4m o.c. Connector plates shall be maonfacmred from 20 gauge hot dipped galvanized steel meeting ASTM A 633. Grade 40. udas otherwise show.. FABRICATION NOTES Prim to fabrication. the nbricator shall tevim this dewing to verily thus this dewing is in confmmarcc wine the fabrtoemh plans and to ralin a continuing responsibility for such vaiftcatiom. Any dinerepeacies are to be put in writing before cutting or fabrication. Pines tall not be installed ova knotholes. knots m diaoned gain. Members shill be no for tight fitting word to wood bearing. Connector places dull be looted on both fan ed the truss with roils fully imbedded and shill be synx about the joint nmess otherwise mown A 5x4 plate is 5' wide a 4' Iwg. A fall plate is 6' wide a 8' long. Slots (bola) run parallel to the plate length specified. Doable cuts on 1-0-0 web member. shall men at the cammld of the wdn unless mhWlse shnw9. Connector plate logs art minim® sizes based on the Rosen shmw9 and may need to be ilCtased for certain handling and/or auction firesstr This dDss is cor to be fabricated with fire raLdanl created lumber unless otherwise shoran. PW additional information on Quality Comml refer to ANSIRPI 1.2002 PRECAUTIONARY NOTES All bating and erection rea m ucodatWro are to be 1blioaed in -and-. with'Haudlmg. Imwling and Became. HIB.91. Truman are to be handled with particular are during banding and bundling. delivery and installation to avoid damage Temporary and permanent bracing for holding causes in a straight and plumb position and Cor resisting lateral Coma mere be designed and installed by others. CarePol haodlivg is menial and creation bracing a always taloned. Normal patot orory action for buses requires much temporary bracing during installation berwcco trasses to avoid toppling and domincing. The supervision of action of coma shall be under the control of pe, experienced in the installation of tntaca professional advice mall be sought n o if . Conammu f �aDrerlon loads grater than the design Waada Shall nor be applied to tataaar any time. NO loads other than the .eight ofthe shall all be spiked to homes until after all fastening and breams a Analysis based on Simplified Analog Model. ..............Joint Locations ............... All COMPRESSION Chords are assumed to be 1) 0- 0- 0 3) 3- 0- 0 continuously braced unless noted otherwise. 2) 3- 0- 0 4) 0- 0- 0 WndLod per ASCE 7-02, C4C, V. 125mph, In -Plant Quality Assurance with Cq. 1 H. 15.0 ft, I. 1.00, Exp.Cat. B, Kzt. 1.0 ----MAX. REACTIONS PER BEARING LOCATION ----w Bld Type. encl L. 58.0 ft W. 3.0 ft Truss X-Loc BSet Vert Horiz Uplift Y Type in END zone, TCDL. 4.2 pef, BCDL. 6.0 psf 0- 0-12 1 62 51 -117 B Pin Impact Resistant Covering and/or Glazing Req 2-11- 4 1 34 -22 -20 B Pin ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE 1- 2 42 0.08 A 1- 3 0 0.06 WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 3- 2 0 0.01 C 3-0-0 1 2 4.00 2x4 3x4 1-0-0 LU 2x4 OR �� / ♦_♦_♦_♦_FIR ♦_♦_O_/ �, I t o 1 1 I 3-0-0 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVE: TO ERECTING CONTRACTOR. BRACING WARNING: Laronda Systems Braalngcbow9as�°�ingis not �on��w;ndb�ng.porudbraalngmsimilar b�;ngntiehisa�of {he bolding design and ahlcb mutt be considered by the building designan designer. Bracing shoris fir Lateral mI, of mass member only to reduce butting length Provisions muss be made to anchor lateral bracing at cods and specified Wcatiom determined by the building design. Additional bracing ofthe overall structure may be required. (See H13.91 of T9 ).For specific tram bracing requir®mta counsel building desigrer.(Trum Plate taaitma TR is located at 593 4005MARONDA WAY DOuoCrWDrive. Madison. Wixonsic53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0060 307 Modafon FL CMiwtas FL 32766 Eng Job: Dwg : Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 pef TOTAL 35.0 n9i Scale = 0.8648 WO: CHEK3 TI: V20 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Analysis rroLlle rain: a j%va-yaws Job: CHSSAPEME X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:V21 Qty:l .0 I DESIGN INFORMATION This design is for an individual building componens and has been bash on information pmided by the diem. The design= disclaims my responsibility for damage as a —11 of faulty m incorrect information specifcatiom anNor designs furnished to the truss designer by the client and the corr=tnesa or accuracy of this information as it may relate to a specific pmjwt and accepts on responsibility or u=cisn on central with regard to fabrication handlin& ship.= and iunallatian of trusses. This trust; has been designed a en individual building component in accordance with ANSVfPi 1-2002 and NDS-02 to be incospoatcd as pan of the building design by a Building Designer (registered arthit=t or professional engine=). When reviewed for approval by the building designer. the design loadings shown mast be chocked to be sore that the data shown arc in agremm with the local building codes. local climatic records for wind or sprow, bads. Project sperirc-tiorn or special applied bads. Unless showy tsmss has nor been designed for nonage or occupancy loads. The design ■wones compression chords (top or botmm) are continuously braced by sheathing unless otherwise specified. Where bottom Words in tension are rut fully braced laterally by a properly applied rigid ceiling they should be braced at a maximum spacing of I Mw o.c. Counocmr plate shall be mamfactnrtd fiom 20 gauge but dipped galvanized steel meeting ASTM A 653. Grade 40, t less otherwise show. FABRICATION NOTES Prior to fabrication the fabricator shall review this drawing to verily thus this drawing is in comfortnance with the fabriames plum and to realize a cominumg responsibility fbr such vcrifik duo. Any discrepancies are to be put in writing before caning or fabrication. Plates anal] not be installed over knotholes. know or distontod grain. Members shall be run for tight fitting wood to woad hearing. Connector plates shall be located on bah face of the truss with osils fully imbedded and shall be sjta. about the joint unless otherwise sbown. A 50 plate is 5' wide a 4' lung A 6.8 ptae is 6' wide x 8' long. Sots (boles) run parlld to the plate length spceifued. Doable cuts an web member shall rum a the centred of dhe webs unless otherwise shown. Connector plate Sim are, miniu m n sizes based on the forces show and may need to be memsed for certain handling and/or erection stresses This truss is not to be fabricated with fire retardant treated lumber udm otherwise show. For additional information m Qmatity, Control refer to ANSVfPI 1-2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followedm accmdancc with'Handling. lonalling ted Bracing% HIB.91. Trusses are to be handled with pastkWu ore during banding and bundling• ddnery and installation to awid damage. Tmporsy and permanm bracing for holding transact in a aright and plumb position and for resisting lateral forma shall be designed and installed by others. Cmfbl handling is essential and swim bracing u alwaja required. Normal precautionary anion for trusses regnires such temporary bracing dung installation between trusses to r"id toppling and dominofog The supervisionof erection of trusses sl a8 be neder the control of persons experienced in the installation of mosses. Professional advice shall be somghl if necded. Comenuatim of mnvruaion loads greater than the design lands shall not be applied to truss at any time. No bads other data the weight of the erector sail) be applied to trusses until aft all fastening and bracing u completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE, 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--36/105, HOT CHORD 1-3.0/0, Webs 3-2.0/0, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.08/xxx 0.03/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx - -0.05 Long term deflection factor - 1.50 2-0-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V- 125mph, H- 15.0 ft, I. 1.00, Exp.Cat. B, Rat- 1.0 Bld Type- encl L. 58.0 ft W. 6.0 ft Truss in END zone, TCDL- 4.2 pef, BCDL. 6.0 pef Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 105 0.45 A 1- 3 0 0.40 6-0-0 4.00 .----.... --Joint Locations----- -------- 1) 0- 0- 0 3) 6- 0- 0 2) 6- 0- 0 4) 0- 0- 0 In -Plant Quality Assurance with Cq- 1 ----MAX. REACTIONS PER BEARING LOCATION--- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 153 128 -279 B Pin 5-11- 4 1 92 -54 -64 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 3- 2 0 0.06 C 153H 1.50" Stud @ 4- 0- 0 92N 1.50" 6-0-0 t EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: LMaronda Systems �°g�°nm�° w °°° °°°�°�w�°h� ���° waqava�nef the bnildmg ela;pu and .hich mesa be considered by the bmikting designer. Bracing shown is for lateral aPPon of tuna member only to reduce bwlding laugth. Provisimu must be made to anchor lateral bracing a rods and specified locations detamioed by the building designer. Additional bracing of the overall structure may be rgairce. (See HIB-91 of TPI).F. specific bun bracing regnumams. contact building dcsip=.(Trm Plate butimtc. TTM is located at $33 4005 MARONDA W" D'O-N. Drive Madimo. W xom6 53719). Samford, FL. 32771 (407) 321-0064 Fax (4407) 321-3913 TOMAS PONCE P.E. LICENSE 000050068 307 nMd.ian K uWrkahg, FL 32766 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 paf BC Dead 2.0 psf Scale a- 0.6644 WO: CHSR3 TI: V21 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Analysis rrvua.e raw: a tansy-arvnynvan.,.,ar.vwov+vv.,,a..,..-.a..-.a, •. +.-------- Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:V22 Qty:l ' I DESIGN INFORMATION This design is for an individual building component and has been based on information p mided by the diem. 11. designer disclaims any responsibility for damages a a remit of ftiatry or incorrect information specifications and/or design f unished to the truss designer by the client and the cornecmess or accuracy of this information n it may mine to a specific project and aecepa m responsibility or nerciso on control with regard to fabrication handling. shipment and insallnim of trusses. This truss bas been designed as a individual building component in accordance with ANSVTP1 1-2002 and NDS-02 to be incorporated as part of the building design by a Building Designer (registend architect or professional mgmecr} When reviewed for approval by the building designer, the design loadings show must be checked to be sure that the data show are in agrcanem with the local building coda, local climatic records for wind or mow bads, project gtecificatima or special .Mind bads. Unless show. truss has our been designed for storage or occupancy bads. The design assumes cmaMsaoo chords (top or bosom) are contmoc ady braced by d_thing unless otherwise specified. Where boat m chords in tension are not fully braced laterally by a property appliad rigid ceiling they should be braced at . maximum spacing of 10'-V o.c. Cnometor plum shall be manufactured than 20 gauge but dipped galvanized sted mating ASTM A 653. Grade 406 unless otherwise dawn. FABRICATION NOTES Prior to fabrication, the fabricator shall review this drawing to verify that this drawing is in confinnon c with the f bricators Plain and to realize a continuing rcVonabiliry Cor such verification. Any discrepancies are a to be put in writing before coning or fabrication. Plain mall not be installed over komboles. knots or dismted grain. Members shall be an far tight fitting wood to wood baring Connector Pines mall be lowed on bah faces of the truss with rails fully imbedded and shall be qm. abws the joim unless otherwise slaw. A 5x4 pine is 5' wide a 4' lung A 6x8 plate is 6' wide a 8' long. Sou (holes) ran parallel to thc pine length specified. Double cuts on web members shill min at the cemoid orthe webs unless otherwise shown. Counecmr plate lives are minimum sires based on the Conn dew and may cad to be iacrcasrd for certain handling and/or erection seines. This alas is ont a be fabricate with fate rmdam created lumber unless otherwise mow. For additional information on Quality Control refer to ANSVTPI 1.2002 PRECAUTIONARY NOTES NI bracing and erection retommendatbns art to be followed in accordance with 'Handling Installing and Bracing'. HIB-91. Trusses are to be handled with pared. ore during banding and bundling, delhay and installation to avoid damage. Temporary and permanent cueing for holding cusses in a maight and plumb position nod for resisting latent forces mall be designed and installed by others. Curfhl handling is nsmtia] and erection bracing is always required. Normal Precautionary action lb, sasses -pihn web temporary bracing daring instillation between alsscs to avoid toppling and dominoing. The mpavidam orerction ortmoes shall be under the conbvl of persons experienced in the installation of trusses Professional advice shall be sought if nerdni Conmoulmon of aonsucas on Imds grater than the design Inds shall ore be applied to trusses u any time. No bads other than the weight orthe cectms shall be .ppliad b trusses until after .11 farming and bracing is completed. TC: 2x 4 SP 82 BC: 2x 4 SP 82 WE: 2x 4 SP 83 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--152/339,2-3.-57/184, HOT CHORD 1-5.0/0,5-4.0/0, Webs 5-2.-196/547,4-3.-72/191, .WEB. ..FORCE..CSI. Cr .WEB. ..PORCE..CSI. Cr 5- 2 547 0.14 C 4- 3 191 0.18 C 2-10- 0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Ezt- 1.0 Bld Type. encl L. 58.0 ft W. 8.0 ft Truss in END zone, TCDL. 4.2 pef, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 339 0.27 A 1- 5 0 0.05 2- 3 184 0.27 A 5- 4 0 0.05 ....••. .....Joint Locations ............... 1)0- 0- 0 3) 8- 0- 0 5) 4- 0= 0 2) 4- 0- 0 4) 8- 0- 0 6) 0- 0- 0 In -Plant Quality Assurance with Cq. 1 ----MA%. REACTIONS PER BEARING LOCATION----. X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 74 -328 -92 B Pin 7-11- 4 1 133 -80 -239 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.10/933 0.02/999 3-2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 - -0.07 Long term deflection factor n 1.50 8-0-0 1 2 3 4.00 I I H t I I 133ti 1.50" I I 6 5 4 8-0-0 -6-0 ( 0- 6- 5) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO 08 GIVEN TO BRSCTINO CONTRACTOR. BRACING NARNING: M a ro n da Systems Bracing strewn m this calling a our esectoo .d wind braerng portal bracingBracing ec nmilar bracing which is a pas ss the baildiog elesigo and wtirb nos be considers by the building designer. Bracing mows is Ibr lateral soppmt of cross members only to reduce buckling length. Provisions mess be made m anchor lateral bracing a ends and specified ) A ucatima det-imcd by the building designer. Additional bracing of the overall s acmhe may be require. (Sec HIB-91 of TPI).For spmifc alas bracing requiremma. comxt building desipa.gT Plate loWmte. TPI is locate at583 4005 MARONDA WAY DrOcofrio Drive. Madison. Wisconsin $3719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 247 Madaoora FL Ch4jots. FL 32766 2-10- 0 Scale - 0.5719 Eng Job: WO: CHER3 Dwg: TI: V22 Dsgnr:TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 0.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Codes PLA Designs Matrix Analysis rrvz ate races: 1. La in -inn xndaa n A—. - - +r---•r-^ Job: CHESAPEAKE E 3 Customer:10# UPLIFT D.L. WO:CHEE3 TI:V3 Qty:l 4 DESIGN INFORMATION This design is for an individual building component and has been based on information provided by the dim. The dmgua dixlaims any raponn3ility for damages as a result of faulty or incoraw information. specifications and/or design fmoisbed to the urss designer by the client and the amormm or accuracy of this information as it may relate to a specific project and accepts on responsibility or eaaeim no cannot with regard to fabrication, ha..We& shipment and installation of crasser. This Goss has; bear designed as an individual building compormt in ccorda ct with ANSVTPI 1.2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (regdered architect or professional engncer). Wben reviewed for approval by the building designer. the design loadings sbown must be checked to be sum that the data sbow are in agreement with the local building codeslocal climatic reemds for wind or snow load& projmt specifications or special applied bads. Unless showy wss has can been designed fro storage or meapacy loads. The design assrmn compression chords (top or bomom) are continuously braced by sheathing bless otherwise specified. Wbae bonom chords in torsion are rot fully bred laterally by a property applied rigid ceiling, they sbould be braced at a maaimom spacing of t0'4' o.c. Connector pWa shall be manufctured from 20 gauge but dipped galvmncd deal mecd. ASTM A 653, Grade 40, milers othewitc shown. FABRICATION NOTES Rion to fabrication. the fabricator dell review this drawing to verify that this drawing is in eonformaece with the fabricames puns and to realize a continuing responability for such vcrificamu. Any discrepancies are to be put in writing before cutting or fabrication. Plan dWl our be &-mild ova knotholm knots or dimmed grain. Members dell be m fro right fitting woad to cooed beating. Connector pales deal be loatd on bah hoes of the term with nails filly imbedded and dull be syna. about da, joint unless otherwise alma A Sao pine is 5' wide a 4' lay. A 6ag plate is 6' wide a 8' long. Slats (bola) ma parallel to the plate length specified. Doable cuts nn web member m dull meet at the cmid of the webs uraless mbewise drown. Connector plate Sias are: minimum don based on the forces drawn and may and to be increased fro cocain harming and/or section aressa. This truss is not to be fabricated with fire ns.,dm treated lumber unless otbawise drown For additional ioformaiao on Quality Counted refer to ANSVTPI 1.2002 PRECAUTIONARY NOTES All bracing and erection recommendations are to be followed in rand,^,. with'Handling. I—Aling ad Sawing'. lE8•91. Trusses are to be handled with particular ore doting banding ad bundling. delivery and installation to avoid damage. Temporary and Perot anal bracing for baking trusses in t sin fight and plumb position and Ibr resisting lateral feuen dull be designed and installed by other. Camefol hadling is asemial and aoamn bracing is always rccluired. Normal ptemnionaty action fen noun reclaim mcb temporary bracing dining installation be veen tassa to avoid toppling and domicoieg. The mpavision of etmtioa of uniscs dull be under the control of pawns apaitttced in the innallatim of tames. Professional advice dull be sought if ncedcd. Corcmntion of comunaion bads gnyta than the design loads that race be applied m tmssa ar any time. No loads otba than the weigh of the meters dull be applied to mosses until after all fistamg and bracing is TC: 2x 4 SP 92 BC: 2x 4 SP #2 War 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCS 7-02, C&C, V= 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. encl L. 58.0 ft W. 6.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.01/999 0.01/999 3-2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 = 0.00 Long term deflection factor = 1.50 1-8-0 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq= 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-55/57,2-3.-55/55, BOT CHORD 1-5.0/0,5-3.0/0, Webs 5-2=-120/221, ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 57 0.28 A 1- 5 0 0.06 2- 3 -55 0.17 A 5- 3 0 0.06 3-4-0 il 3-4-0 1 2 3 6. 00 4x6 -6.00 88# 1.50" Stud Q 1- 5- 4 6-8 -0 6 5 4 •0- . . .........Joint Locations ............... • 1) 0- 0-�0 3) 6- 8- 0 5) 3- 4J 0 2) 3- 4- 0 4) 6- 8- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Lac East Vert Horiz Uplift Y Typq 0- 0-12 1 88 -51 -105 B Pin 6- 7- 4 1 88 -51 -105 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI. 5- 2 221 0.06 C 1.50m, EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NARKING: Erwinshuun catthis drawing is not auction bating, wind bracing, ponal lacing or similar bracing "lakh is a pan of the building deign and wbkb coma be considered by the building designer. Bracing shown is M Waal support of tress member only to reduce buckling length. Provisions must be made to anchor lateral bracing t: ends and specified locations daamiaW by the baiMmS designa. Additional bmiug of the overall metro msy be required. (Son:tB-91 ofTPI)Tcar specific now bracing rapairemem& contact building desipa.(Treass Pine Institute. TM is located at 593 Dbmfi.DrimMadime, Wisconsin 53719) Eng Job: DMg. Dagnr : TLY Chk : Md non dot Systems TC Li16 . 0 psf Live p TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 pef 1 TOTAL 35.0 pal 400S MARONDA WAY Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 207 h! thMa a FL Chukoot% FL 22766 Scale = 0.7077 WO: CHER3 TI: V3 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA oA 7 '31_12[912 Designs Matrix AnalyGIS rrorue ra&os e.ska a--maven.+�•r-•- Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:V4 Qty:l 4 DESIGN INFORMATION This design if for an individual building component and hss been baud on informemen provided by the dim. The design. disclaims any responsibility for damages n a result of faulty or incorrect information, specification ndlor design furnished to the truss desiguer by the clim and the correctness m accuracy of this information n it may rdate to a specific project and accepts on responsibility or aacises on control with regud to fabrication. handling shipment and m9alutim cf tr s This tress has been designed n an individual huiWtug wompovem in accord c with ANS VTPI 1.2002 and NDS-02 to be incorporated n pan of the building design by ■ Building Designer (registered archite a or professional eogvctr). When reviewed fro approval by the building designer. the design badinp show muss be docked to be sere that the data shown are in agreement with the local building coda local climatic records for wind or mow bads. project specifications or special applied lads. Unless shown urn has not been designed the stooge eeoccopaecy loads. The desig, annumes con, ressioo chords (top or bonam) arc continuously hewed by sheathing unless otherwise specified. Where bottom chords in tension ate not filly braced laterally by a properly applied rigid tali:& they should be braced at a madmam apawing of 10"W o.e. Corrector planes shall be maonfaemred loom 20 gauge but dipped galvanind and mating ASTM A 633. Grade 40. unless otherwise shows. FABRICATION NOTES Prim to fabrication. the fabricator shall review thin drawing to veil' that this drawing if in coniblmance with the fabricames plan and to realice a continuing responsibility for such verification. Any discrryancin are to be pat in writing before tatting or fabrication. Plates shall can be mulled over lmotholcs, knots or distorted grain. Members shall be m for tight fitting wood to wood bearing. Con Oman plates shall be looted on bah faro of the trues with nails fully imbedded cad shall be s)m abed the join mins otherwise shown. A 5a4 plate is 3' wide x 4' long. A 6xg pule is 6' wide x V long. Sots (holes) rum parallel to the plate length specified. Double enu on web members shill meet at the centroid of the wda unless otherwise shown. Convector plate sizes are minimum Sias baud on the forces shown and may nerd to be increased for certain handling and/or erection svcsses. This tran is od to be fabricated with fate retardant treated lumber unless otherwise show. For additional information on Quality Control refer to ANSVTPI 1-2W2 PRECAUTIONARY NOTES All bracing and erection recommendation are m be followed in .r,e..e>Me with*R-dung Installing and BracinC. 1DB-91. Trines are to be handled with particular ore during banding and bundling. dd vmy and installation to avoid damage. Temporary and pmommt bracing for holding trodes in a straight and plumb position and for retiring hum l forces shall be designed and insulted by others. C_fbl handling is essential and aeetim bracing is alwa)i required. Norval precautionary action fan trusses requires such temporary bracing dering installation between vusm to avoid toppling and den ieing. The mpervisim of esectioe of tmsses shill be under the control of persons experienced in the installation of trusses Professional advice shag be sought if needed. Corceorntion ofomwmd an toads greater than the design loads shall not be applied to wises sa any time No loads other than the weight ofthe cretins shall b< applied to ruaes mail after all fastening and bracing is :3111wetod. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #3 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C&C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl Lu 58.0 ft W. 9.3 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 1.2 psf Impact Resistant Covering and/or Glazing Req --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.06/999 0.05/999 3-2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 • -0.01 Long term deflection factor u 1.50 129# 1.50" Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-82/253,2-3.-150/82, BOT CHORD 1-5.0/0,5-3.0/0, Webs 5-2.-178/330, ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 253 0.63 A 1- 5 0 0.12 2- 3 -150 0.37 A 5- 3 0 0.12 .............. Joint Locations ............... 1)0-0- 0 3) 9- 4- 0 5) 4- 8= 0 2) 4- 8- 0 4) 9- 4- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Typo 0- 0-12 1 129 -226 -157 B Pin 9- 3- 4 1 129 -226 -157 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL'CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 5- 2 330 0.42 C 4-8-0 4-8-0 1 2 3 6 6.00 46 Stud @ 4- 0- 0 9-4-0 T 5 6.00 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SIiBST. A COPY OF THIS DRAWING TO BE GIVEN TO ERSCiING CONTRACTOR. BRACING WARNING: Maronda Systems Bracngshown on this drawing isnoaccumbr,do&w;ndht,� �,l�;ngmoo�arbnadosw� isa�nof the building design and which mar be considered by the building designer. Bracing shown is for 'aim l sappon of truss ntemben only to reduce bucdnttg lengh. Provisions mar be made to anchor lateral bracing as ends and specified bcatiom determined by the building designer. Additional bracing of the overall structure maybe mryire& (Sec MB-91 of TPI).Fm specific Iron bracing regoirmema, counsel baildmg desgner.(Trass Plate larimte. TPI is located at 533 4005 MARONDA WAY DOwflio Drive. Madison Wisconsin 53719). Sanford, FL 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWS0068 247 Madaion Ft ChLdwtl a FL snap 4 Eng Job: Dwg : Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 2.0 psf 129# 1.50" 2-4-0 21 Scale = 0.6223 WO: CHEX3 TI: V4 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA -A 7 71_1 A412C Designs Matrix Analysie rroaraer racer c: xwo.v+- +x -++.a - Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:V5 Qty:l DESIGN INFORMATION This design is for an individual building component and bat been based on inforr uuon provided by the client. The designer disclaims any raponabdity for damages a a result of fautry or ineonee l information. specifications ardlor designs &roished to the trust designer by the client and the eonecmess or accuracy of this infmmatim a it may relate to a specific project and accepts ou respo es; or aacises an control with regnd to fabrication, handling shipment and installation oration. This tress has been designed as an individual building amponal in accordance with ANSVfPI 1.2002 and NOS-02 w be inempmatcd a pat of the building design by a Building Designer (registered architect or professional engaecr . What reviewed fro approval by the building designer. the design loadings shown mat be chocked to be sore that the data show are in agrcarea with the local building codes, local climatic records fro wind or now bads, project specifications m spatial applied loads. Unless shown. tans has net been designed fro storage or occupancy loads. The design assvma ampres . church (top or boat m) are eourimoasty braced by shcohing miles otherwise specific. What bottom chords in tension are ram Polly braced literally by a property applied rigid ceiling, they should be braced a a maxio am spacing of ia-r o.c. Connector plea shall be mamfxtnred from 20 gauge hot dipped galvanized Mel meeting ASTM A 6S3. Grade sq unless mb-n 14e shower. FABRICATION NOTES Prior W fabricatioe, the fabricator dull review this drawing to verify that this drawing is in conformance with the fabricates plans and to realize a continuing responsibility W such verification. Any disereparciarc a w be put in writing before tatting or fabricatim. Play dull our be installed over knothole•, knuu or distorted grain. Membm shall be.a fro tight fitting wood w wood hearing. Connector plants ,hull be looted on both lam of the truss with mils filly imb ddcd and dull be saw abour the joint unless othawise sb— A 5a4 place is 3' wide a 4' long A bag plate is 6' wide a 8' long Slots (bola) rm paratld m the plate length specified. Double cuss an web members dull meet a the cawid of the webs unless otherwise shown Connectorplate sizes are minimum sizes based on the foreee shown and may need to be increase for certain handling and/or auction aressa. This truss is ram to be fabricated with f rc retadam veiled lumber nnlas otherwise sfmv. For additional ittfmmaioa on Quality Coastal ref. to ANSVfPI 1-2002 PRECAUTIONARY NOTES All bming and erection recommendations are to be followed in accordancc with'Hudling Installing and Bracing'. 11113-91. Tresses ere to be handled with Wnindu are during ending and bundling, delivery and insultaion to avoid damage. Temporary and permanent bracing for holding unical in ■ straight and plumb position and for resisting literal fmca,ball be designed . and installed by ahem Careful handling is essential and erection bracing is alwsls requisud. Normal precautionary action fro msses requires such temporary bracing during installation bawca vnsa to avoid toppling and domimivg. The mpavisia of nation of tresses shall be under the romeal of persons experienced in the insallalon aromatics. Professional advice d aE be sought if seeded Cmmnraiao of armnetion lamb grater than the design heads shall noa be applied to trusses at any time. No loads other than the weight of the erocma shall be andied W trassa omit ,flu all fastening and bracing is TC: 2x 4 SP 02 BC: 2x 8 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type. encl L. 58.0 ft W. 2.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 1.2 psf Impact Resistant Covering and/or Glazing Req T 0-8-0 1 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-2/14,3-2.-1/19, HOT CHORD 3-3.0/0, ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 14 0.00 A 3- 3 0 0.00 3- 2 19 0.00 A . ...Joint Locations ............... 1)aer0- 0- 0 3) 2- 8- 0 2) 1- 4- 0 4) 0- 0- 0 ----MA%. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Hori: Uplift Y Type 0- 0-12 1 3 -21 -10 B Pin 2- 7- 4 1 4 -33 -15 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 2-3 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 1, 1-4-0 _-� 1-4-0 1, 3 2 1 0.40 6. 00 Cv4 FIVAR /��♦_♦_♦_♦_♦_♦_SEA` ' i• � 1�• I i i 2-8-0 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ A" NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Enr -ad- dewo on this draping is not election braciag. aind bracing, portal bracing or similar baring wiich is a parlor onda Systt:emDsthe beildmg design and wbicb mat be comWomd by the building dasgoa. Bracielg shown is for lnd m appmt ofmuss aembas only to reduce bmkling length. Provisions mast be made to anchor load bracing n ends ad spat8d locations determined by the building designer. Additiood bracing of the overall structure may be require. (Sea ID&91 III of TPI).Fm spairm tress bracing repir=sits, eomaet baiWmg dcsipa.(Trass PWe Imtimnt TPl is Iocatod a 583 4005 MARONDA WAY DD-11rio Drive Midiscat. Wiswnsio 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 347 M action FL pWghkataa FL 32766 T 0-8-0 1 Scale = 0.9356 Eng Job: WO: CHEX3 Dwg: TI: VS Dsgar:TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 2.0 psf Code: FLA Designs Matrix Analysis rrOrlle ra6n: c:N1as-sva%nor,sauva,aay.aaaua+aasnraa,uau sip. +sv a+vrw. yaw Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:V6 Qty:l 'W ' DESIGN INFORMATION This design it for an individual building cemponenr and bas been based on information prodded by the dent. The designer disclaims my responsibility 1br damage es a remit of faulty or incorrect infix -lion. Wecifratiom and/or designs famished to the Oass dmgna by the client and the correctness or accuracy of this information ro it may relate to a specific project and accepts on responsibility or eaaeiscs no council with regard m fabminioa battling, shipment and mstatimum of musses. This truss has been designed as ur bddvidual building component in accmdmcc with ANSVrPI 1.2002 and NDS-02 to be incorporated a pan of the building design by a Building Designer (registered architect w professional enginca). when reviewed for approval by the building designer, the design loadings mown must be chucked or be sure tm the data show am in agreement with the local building codes. local climatic records for wind or snow bads, project specifications or Special applied bads. Unless show, truss has ono been designed Ids storage Or occupancy loads. The deep assume compression chords (top a bon ) are cortimoody braced by sheathing unless otherwise specified. where hot= chords in tension are, our fully braced laterally by a properly applied rigid ceiling they should be braced a a maximum spacing of I vo' over. Cannecmr panes dull be mamfxmred (toes 20 gorge bot dipped plvanend stsel meeting ASTM A 653. Grade 40. odes othmsise shown. FABRICATION NOTES Pm W fabrication the fibreasor shall review this drawing to verity that this drawing is in conformance with the fabricators plans and W rW ids a continuing responsibility for such verification. Any discrepancies are m be put in writing before tatting m fabrication. Mates mall out be im utled era knotmle. knots or die mtod grain. Members dull be ern for tight fining wood W wood bearing. Connector pales shall be located on both faces of the tnsis with nsib"imbedded and chill be sym. about the joint unless otherwise shown A 514 plate is V wide a 40 Wog A 6x$ plate is 6' side a g' berg Sots (bola) non parallel W the plate length specified Double cuts on web membersmill meet at the crosmid of the webs unless otherwise moss Connector plate am are, minimum elm based On the forces drawn and may need m be increased In, certain hmdltng urdlor erection mresses. This UORS is nut m be fabricated with fire retardant owed lumber adds otherwise draw. For additional WformuWn on Quality Cannot refs W ANSVIPI 1.2002 PRECAUTIONARY NOTES All bracing and section reeommeodatim s are te be followed in accordance with •Handling. Winn rag and Bneing% 108.91. Trusses am to be handled with pmtimt,r are during bonding and battling, ddincry and installation W avoid damage. Temporary and permanent bracing for holding musses in a straight and plumb position and for rmining lased fortes stun be designed and installed by Others. Careful hurdling is asentim and erection bracing is always required. Normal precautionary action for musses requires such temporary bracing during insallatim between musses m mid toppling and do aiming. The supervision of erection of musesshall be udda the courted of persons experienced in the installation of trusses. Professional advice sball be smght if nooaed. Concentration of consnxdoo lcods greater than the deign bads mall ono be applied W trtmes m any time. No bads other than the svighs of the erectms shill be applied to trusses until alter an fasueing and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP i2 WB: 2x 4 SP 93 MULTIPLE LOADS -- This design is the composite result of multiple loads. WndLod per ASCS 7-02, C&C, V. 125mph, H. 15.0 ft. I. 1.00, Exp.Cat. B, Ezt. 1.0 Bld Type. encl L. 58.0 ft w. 5.3 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 1.2 psf Impact Resistant Covering and/or Glazing Req --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/999 0.00/999 3-2 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-42/162,2-3.-136/46, HOT CHORD 1-5.0/0,5-3.0/0, webs 5-2.-90/187, ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 162 0.18 A 1- 5 0 0.04 2- 3 -136 0.14 A 5- 3 0 0.04 Z- 8- 6.00 -6.00 4x6 2-8-0 .............=Joint Locations ............... 1) 0- 0- 0 3) 5- 4- 0 5) 2- 8= 0 2) 2- 8- 0 4) 5- 4- 0 6) 0- 0- 0 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 0-12 1 67 -145 -91 B Pin 5- 3- 4 1 72 -145 -91 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE .WEB. ..FORCE..CSI. Cr WEB. ..FORCE..CSI. 5- 2 187 0.27 C &A' FA 1 t e 1 1 1 5-4-0 6 5 4 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale es 0.7475 WARNING: Eng Job: WO: CHER3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Dwg: TI: V6 CMaronda Systems Bracing mownmthis drsw;erg soOtercerioohracing winobraciug porulbracing mdmlarbradngwtch s.pan of DB r:TLY Cbk: 9/24/2005 the building desigo and sticb mum be considered by the building dmgoa. Bracing s man is tar lateral sv, ormass members only W reduce bnctling length. Provisions mom be made m anchor lasml bracing as ends and specified locations determined by the building designer. Additional bracing ofthe werau sum:name may be required. (see mB.91 TC Live 16.0 psf Lbr DF : 1.25 of TPI).For specific tress bracing requimmema contact banding designa.(Trass Plate hmimw. TPI is located m 5b3 TC Dead 7.0 psf P 1 t DF : 1.25 4005 MARONDA WAY DIO-ftio Dive, b tutisoo. Wisconsin53719) O.C.: 2- 0- 0 Sanford, FL.3277L BC Live 10.0 psf (407) 321-0064 Fax (407) 321-3913 TPI-02/FBC-04 TOM/lS PONCE P.E. LICENSE 000050068 BC Dead 2.0 psf Codes FLA 267 Madaion K ChukWt0. FL 72744 I TOTAL 35.0 psf v4.7 .21-14625 Designs Matrix Analysis Prorlle Pacers A .s%v-rDln.prx Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEX3 TI:W Qty:2 � -' DESIGN INFORMATION This design is for An individual building component And has been baud on infor aim provided by the diem. The designer disclaims any responsibility Ibr damages As a result of faulty or incorrect information, specifications And/or designs fimisbed to the truss designer by the client and the correctness or accuracy of this information a it may relate to a specific project and accepts no responsibility or aacises m control with regard to fabrication, handling shipment and installation of wastes. This mass has been designed As An individual building component in accordant. with ANSVfPi 1.2002 and NDS-02 w be incorporated a part of the building design by A Building Design. (registered architect or professional mginea). When reviewed for approval by the building designer, the design loadings show most be thaked to be sure that the data f.. Are in Agre®m with the We building coda. local climatic records for wind or sow bads, project specifications or special Applied bads. Unless show. truss has not been designed far storage or occupancy loads. The design assama ,,Am . chords (top or bottom) are continuously bracedby st—thing calm otherwise specified. Where bottom ,bads in tossims are Am fully braced Iat.ally by A property applied rigid sidlin& they should be braced at a mesa®um spacing of I V-0' o.c. Camator plate dull be manafacmred from 20 gorge hen dipped galvanized steed meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prior to fabrication. the fabricator shall review Ibis drawing to verify that this drawing is in eooformanee with the fabricators plans and tu r Ali. A continuing responsibility for such vairwatioo. Any dim repmciaAre to be pat in writing before cutting or fabrication. Plan shall nor be installed over knotholes, knots or distorted grain. Menders shall be era for tight Bating wood to wood boring Connector plate shall be loatd out both faces cd the sum with nails fully imbedded And shall be sym. abaa the joint unless otherwise stow. A 5x4 plate is S wide A 4• long. A 6a8 plate is 6' wide a 8' long. Slots (hot") rm parallel to the pine length specified. Doable cuts cm web members sball meet a the cenuoid of the webs maim otherwise shown. Comator plate dim Are minimum sins based m the forces shown and may nerd to be increased for certain handling Ad/or auction strasn. This truss is rot to be fabricated with rue rcurdam treated lumber unless otherwise sbowo. For Additional inforunnim on Quality Control refa m ANSVFPI t-2002 PRECAUTIONARY NOTES An bracing And erection recemmedatbm Are m be fmlowed in accordance with'Hadl'mg Insulling ad Bracing% MB-91. Trusser are to be handled with particular ore during banding ad bundling dciivery ad lostslta—taw to amid damage. Tempomy and permanent bracing for holding trusses in a straight and plumb position And for resisting lateral force, shall be designed and installed by others. C o lbl handling is es al and erection bracing is always rcynird. Norval precautionary action for trusses requires such temporary bracing during insullatim between tm.es to amid toppling and domiming. 7be upavisims of erection of trusses sha8 he Ada the control of puma experienced in the installation of tm met Professional advice shall be sought if needed. C000ccoomoo of tonstnction Inds greater than the design )oafs shall on. be applied to trusses; at Any time_ No bads usher than the weight of the erectors roll be .Wind to truss. anvil after all fastening ad bracing is TC: 2x 4 SP #2 D BC: 2x 4 SP #2 WB: 2x 4 SP #3 WDG: 2x 4 SP #2 All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Rxp.Cat. B, Rzt. 1.0 Bld Type. encl L. 20.0 ft W. 7.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req Supported span based on int. wind zone. .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 3- 2 425 0.16 C 3-3-7 0-6-2 MULTIPLE LOADS -- This design is the composite result of multiple loads. Right End vertical designed for wind. 'In -Plant Quality Assurance with Cq. 1 ----MAR. REACTIONS PER BEARING LOCATION ----- --Luc BSet Vert Horiz Uplift Y Type 0- 5-11 1 135 281 -436 B Pin 6-10-14 1 242 0 -482 B N Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -142 0.91 C 4- 3 81 0.60 Cr--------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio ?' in./Ratio Jnt(s). I.Span 0.42/172 0.42/172 2-1 Horiz. -0.08 -0.16 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 7-0-2 4.24 I 1 135# 11.31" ...... .....Joint Locations ............... 1) 0- 0- 0 3) 7- 0- 2 - 2) 7- 0- 2 4) '0- 0- 0 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -11 -1- 6- 2 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -56 7- 0- 2 BC Vert L+D 0 0- 0- 0 -48 7- 0- 2 FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-142/96, HOT CHORD 4-3.0/81, Webs 3-2.-128/425, 2x4 I I 242112.50" ,, 7-0-2 t 4 3 1-6-2 7-0-2 (Rai- 6- 0) Attach with (4) 16d Toe -Nails Attach with (2) 16d Toe -Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: Eng Job: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING: Doug. Maronda Systems thacing:hoxnontlnsdm:asumammtAwogwindbr�gportalbsanvgoremalar�av6wltrdsopanof DS r:TLY Chk: e btdWing deep a d wtith ..0 be coosdaW by the building dmpa. Bracing dhows is for taterat mppon of um members only to reduce buckling length. Provision must be made to anchor lateral bracing a cods and specified TC Live 16 . 0 B f locations determined by the building designer. Additional bracing of the overall suncmre may be rryaird. (sec F18•91 P of TP1).For specific sunss bracing regouemms. comer building desiper.(Tmss Rate lastitute. TPI is toeatd at 583 TC Dead 7.0 p e f 4005 MARONDA WAY D'Ooofilo Drive. Madison. Wswnso 53719) Sanford, FL. 32771 BC Live 10.0 pS f (407)321-0064 Fax (407) 321-3913 BC Dead 10.0 pef TOMAS PONCE P.E. LICENSE OOMSO060 347 Madan, FL Chukwtn. FL 32764 ITOTAL 43.0 pelf Scale = 0.3952 WO: CHER3 TI: W 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA v4.7.21-14647 Designs Matrix Anskiysls rroxiae racnd +v -w— Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:W1 Qty:l C' ' DESIGN INFORMATION This deign is floc an idiviaoa building component and has b® bused on information prmided by the diem. The desipar disclaims any responsibility Ibr dmages a ■ rmlt of faulty or incortas information, specifications and,. designs fnsnisbcd to the truss designer by the slim m and the correemor..y of this information a it may relate to a specific project and accepts on respona'bility or exercises no control with regard m fabricating handling. shipment and installation of mosses. This tram has ben designed as an individual building ompoom in accordance with ANSVFPI 1.2002 and NDS-W tu be incorporated a pat of the building design by. Building Designer (,,&cued achilect or professional agincer). who reviewed for approval by the building designer. the design loadings show mmg be checked to be stirs that the data mow are in agsc®m with the local building codes, local climatic rands for wind or Sow bads, project Wmifu stions or special applied loads. Unlm shown, boss his nor ben designed for image or occupancy loads. The design asa®a compression chords (top or bottom) ere continuously braced by sheathing amen odxrwim specified. Where bosom cbmds in maims are on, rrDy braced laterally by a properly applied rigid tailing they should be braced a a masimom spacing of I s-0, O.C. Convector plate shall be mamfactured fioot 20 gang, box dipped gal—siced and meeting ASTM A 633. Grade 40. onlm otherwise shown. FABRICATION NOTES Prim to fabrication. the fabricator shall revim this drawing to verify that this drawing is in conformance with the fabricators plans and m realize a continuing re p onsibdity for auch Verification. Any discrepancies ere m be put in writing bcfbm tossing a fabrication. Plates mall not be installed over taothrles. trots or dunned grain Members shall bead for tight fitting wood to wood boring Conner plates stall be looted on both faces of the truss with nails f dly imbedded and shall be sync. about the joins an;m otherwise shown. A !x4 plae is sec wide x a- long. A 6x8 plate is 6- wide x 8' long Siam (boles) mo parallel to the plate length specified. Double cum our web members shall meet a the cmroia of the webs oulm otherwise mown. Connector plate Sias arc minimum aces based o s the forces mown and may need to be increased fan cetain handlolg anNm erection gles;tl. This tram if not to be fabricated with hIC setadans belted brother unless otherwise mown For additional inform tiou on Quality Control refer m ANSVITI 1-2002 PRECAUTIONARY NOTES AD bracing and erection recommendations; are to be followed in accordance with'Hadling, Installing and Bracing. HIB-91. Trusses ere m be handled with patiadar ore dining handing and bundling. deli esy and ImWlatica to avoid damage Temporary and permananl bracing for holding truces in a maight and plumb position and for rmsting Iaetal forte shallbe deigned and iavalledby others. Careful ladling is —ial and auction brass" is always required. Normal prexamummy action for wastes requites such temporary bracing during installation between trusses to avoid toppling and domiming. The supervision of cation of trusses shall be miler the control of permm experienced in the imullatim of braes. Professional advice shall be sought if ouded. Concentration of omaruaion Inds greater than the dingo load; mall nor be applied to unsses as any time. No bads otber than the weight of the cr ctsn shall be applied to states mail rDe all fatoing and bracing is TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #3 WDG: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -12 0.45 C 1- 3 -1 0.32 .WEB. ..FORCE..CSI. Cr .WEB. ..FORCE..CSI 3- 2 0 0.00 C EXCEPT AS SHOWN PLATES ARE MiTek MT20 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCH 7-02, CeC, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Xzt. 1.0 Bld Type. part L. 58.0 ft W. 4.7 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 pef Supported span based on int. wind zone. In -Plant Quality Assurance with Cq. 1 FORCES (lb) - Max Compression/Max Teneion TOP CHORD 1-2.-12/0, HOT CHORD 1-3.-1/1, Cr Webs 3-2.0/0, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio f in./Ratio Jnt(ss). I.Span 0.08/564 0.08/564 2-1 Horiz. 0.00 0.00 NA Max DL Deflection L/999 . 0.00 Long term deflection factor . 1.50 4-8-9 4.24 52# 11.31" 4-8-9 4 1-6-2 4-8-9 (Rl- 6- 0) CIL: 4- 7- 9 43# 1.50" 2x4 N 40# 1.50" OF WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR, BRACING WARNING: Laronda Systems the ingisme�ionbadngw;dbrsdng�albracing o<simDabr�ngw�hisapan of the building design and which mar be COn9dered by the building designer. Bracing mown is for laical Wppmt Of tram members only to reduce buckling length. Provisions mug be made to a ebor lateral bracing ar eds and specified locations determined by the building designer. Addition bracing of the ovedl structure may be required. (Sec RIB-91 of TPI).For specific from bracing requirements. contact building dcdz=.(Tma Plate Instimu, TPI is bead at 383 4005 MARONDA WAY i oo ft Drin. Madigw Wisconsin 53719> Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE M0050060 307 ModaMm #L nWraatil, FL 32746 .............. Joint Locations ............... 1) 0- 3) 4- 8- 9 2) 4- 8- 9 4) 0- 3- 2 ------------ TOTAL DESIGN LOADS ------------ Uniform PLF From PLF To TC Vert L+D -11 -1- 6- 2 0 0- 0- 0 TC Vert L+D 0 0- 0- 0 -30 4- 8- 9 BC Vert L+D 0 0- 0- 0 -26 4- 8- 9 ----MAX. REACTIONS PER BEARING LOCATION----- X-Loc BSet Vert Horiz Uplift Y Type 0- 5-11 1 52 123 -393 B Pin 4- 7- 9 1 43 50 -134 T Pin 4- 7-13 1 40 0 -39 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with (2) 16d Toe -Nails 2-2-2 Attach with (2) 16d Toe -Nails Over 3 Supports Scale = 0.4432 Sag Job: WO: CHER3 DWg: TIs W1 Dsgnr:TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 O.C.: 2- 0- 0 BC Live 10.0 psf TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 osf v4.7.21-1463( Design: Matrix Analysis Prorate Pata; n utna..prra Job: CHESAPEAKE X 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:Y Qty:6 a' DESIGN INFORMATION This design is for an individual building componertt and has beat based on information provided by the client. The designer disclaims my :esponsihairy for damages a . result of faulty or incorrect infmmaio4 specifcatiom andlor designs firmisbed to the ones designer by the client and the cemamess or accuracy of this information as it may rein to a specific project and accepts m retpomsbiliry or eaaciso m comol with regard to fab-atmn, handling shipment and iasulladon of trusses. This euss has beat designed as an individual building componm in accordance with ANSVfPI 1.2002 ad NDS-02 to be incorporated a pan of me building design by a Building Designer (registered architat or profational engineer). Wbm reviewed for approval by the building designer. We design loadings show9 must be checked to be sure that the data mow arc in agreement with the local building codes, local climatic records for word or scow loads. project specifications or Special applied loads. Unless sbowa one; has an ben designed for storage or occupancy bads. The design assumes compression chords (top or bottom) are continuously braced by sheathing nness otherwise Spccifned. When bonnm chords in tension are not ibiy braced tataally by a popaly applied rigid culing, they should be braced at a maaimum starting of IO.V o.c. Cmtnector plates drat] be manufactured from 20 gauge but dipped galvanized steel meesins ASTM A 653. Grade 40, unless otherwise show. FABRICATION NOTES Prim to fabrication. the fabricator shall review this drawing to verify that this drawing is in conformance with We fabricator'{ plum and to rWnze a continuing responsibility for such verification. Any discrepancia art to be pat in writing before acting or fabrication. Plata mall cot be installed over in tholes. b»u or distoncd grain. Mailers mall be to for tight fitting wood to wood bearing. Connector plates shall be looted on both fan of the tram with .its filly imbedded end shall be sFm, about the joint unless otherwise show. A 5a4 plate is 5' wide a V long A 6x8 plate is 6' wide a 8' long. Slots (holes) roc parallel to the plate length specified. Double cuts on web members stall mat at the ccuumid of the weld unless, otherwise morn. Conuator plate sizes are minimum situ based on the fmca mows and may need to be mcruud for ccnam handling andrur carom cresseS. This over is an to be fabricated with rue retardant treated lumber unless mhwise shown. For additional information on Quality Control refer to ANS VrPI 1.2002 PRECAUTIONARY NOTES All bracing and ereeu0n recommend-, are to be followed in accotdmce with'Handliag Imullirng and Bracing% F9I1-91. Trusser; art to be handled with particular art during Wading and bundling, delivery and installation to avoid damage. Temporary and permanent bracing for holding trusses in a straight and plumb position and for resisting lateral fortes mall be designed and installed by mhos. Cmcfel handlirng is asocial and erarms bracing a always regmrod. Normal pseomiomny scours for uvaa requires such temporary bracing during insalia ion bcm= trusser; to avoid toppling and domimmg. The mpavisionof aecrfon of uussa mall be coda the control of pis experienced in the installation ortrusses. Professional advice mall be songm if needed. Cmamustion of communion Inds greater than the design Inds shall not be applied to env$ at any time. No loads other than the weight of the anion shall be applied to inures until after all fastening and bracing is completed TC: 2x 4 SP #2 BC: 2x 4 SP #2 WB: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on trues. Shim or wedge if necessary to achieve full bearing. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -53 0.58 A 1- 3 2 0.46 --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.14/xxx 0.05/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx . -0.09 Long term deflection factor . 1.50 3- 3-15 0-6-6 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt. 1.0 Bld Type. encl L. 20.0 ft W. 5.0 ft Trues in INT zone, TCDL. 4.2 psf, BCDL. 6.0 psf Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-53/0, BOT CHORD 1-3.-2/2, 5-0-0 6.00 . ..Joint Locations ............... 1)�m0- 2- 0 3) 5- 0- 0 2) 5- 0- 0 4) 0- 2- 0 In -Plant Quality Assurance with Cq. 1 ----MAR. REACTIONS PER BEARING LOCATION ----a x-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 1 266 200 -392 B Pin 4-11- 4 1 112 154 -273 T Pin 4-11- 4 1' 103 0 -46 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE PROVIDE HORIZONTAL CONNECTION PER SCHEDULE C/L: 4-11- 4 112# 1.50" Pq N 266# 8.00" 103# 1.50" 5-0-0 r 4 3 Attach with (3) 16d Toe -Nails 3-6-6 Attach with (2) 16d Toe -Nails �1-1-9 , 5-0-0-1-9 , 5-0-0 L 1 (RI- 1- 7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 Over 3 Supports Scale=0.5101 WARNING: Bag Job: WO: CHER3 READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO 6RECTZHG CONTRACTOR. BRACING WARRING: SET: . TI7 Y FMaronda Systems B'�g`h dedp'n wt'kh tssmeratmnbraerngwrndboctngpora.Bmibracing smmi$ftctmgwir,I oftnof Ds r:TLY Chk: 9/24/2005 don building design .ed wbeh mum b<considered by the building deaigm. Bracing shows is Rn lateral avppon of ram � mwben only to reduce buckling length. Provisions most be made to anchor intern bracing at cods and specified TC Li16 . 0 psf Lbr DF : 1.25 locations determined by the building designer. Additional bracing of the overall structure my be reqec Live required. (SFBB-91 P of T PI).For specific mass bracing re uiranants. contact building designer.(Troo Plant Institute, TP1 is located m 393 TC Dead 7.0 p s f Pit DF : 1.25 4005 MARONDA WAY DDwfiio Drive. Madison. Wisconsin 53719} O.C.: 2- 0- 0 Sanford, FL. 32771 BC Live 10.0 psf (407) 321-OD64 Fax (407) 321-3913 TPI-02/FBC-04 TOMAS PONCE P.E. LICENSE a.+0050060 BC Dead 10.0 psf Code: FLA 207 M-&No FL Chukaata4 FL 327Q4 I TOTAL 43.0 palf v4 .7 .21-14637 Designt Matrix Analysis Frozlle Fatnt a axa.prx Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEE3 TI M Qty:4 v A DESIGN iNFORAIATION This design is for an individual building componsm and has been based on information presided by the diem. The designer disclaims any responsibility for damages as a result of faulty or ineornect informatim spaifxations andror designs finnished to the truss designer by the client and the cmramm or accuracy of this (nfbnmation es it may rtlate to a specific project and accepts on responsibility or exescises no control with regard to fabrication, handling sluMew and installation of trussn. This am bas beat designed a an individual building compoeatt in accord with ANSIfrPI 1-2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered arehitca w pmfesaooal cognneer). Wbeo reviewed for approval by Iho building designer. the design loadings sbnwn no be chakd to be sure that the dau shown are, in agemem with the local building codes local climatic records for wind or mow lads, Project specifications or Valli applied buds. Unless shown truss has not beat designed for storage or occupancy bads. The design assmoa eamPression chords (asp or btmem) arc continuously braced by sheathing umas otherwise specified. What bottom chords in tension art not (ally braced laterally by a properly aWid rigid ceiling. they should be braced an a maximum spacing of 10 - w o.c. co maim platy mall be manufactured flow 20 gange but dipped galvanized rated meeting ASTM A653. Grade 40. unless otherwise shown FABRICATION NOTES Prior to fabrication, the fabric" shall review this drawing to verily that this drawing is in couformauce with the fabricames plane and to realize a continuing responsibility Into such verification. Any discrepancies are m be put in writing before cutting or fabrication. Plates mall not be insulted over knmboles knots or distond grain. Members shall be em for tight fitting wood to wood boring connector plans shall be bated on both tam of the uusa with coils fully unbeddd and stall be slid about the join, unless otherwise shown A 5x4 plate is 5• wide a 4' long. A 6x8 Plate is V wide a 8' bug. Sloe (holes) non Parallel m the plane latob specified. Double cuts on web members mall ida ear the craaoid of the weld onlas otherwise shown. Caonatm plate sires are mivimom alas based on the forces shown and may cad to be increased for Certain hmming adlor auction Straus. This bra is om to be fabricated with the retardant treated lumber unless otherwise shown. For A"ticnal information on Quality Control refer to ANSVfPI 1.2002 PRECAUTIONARY NOTES All bracing and exation recommendations are to be followed in accordance with 'handling Insulting and Bracing', HIB-91. Tmaus am m be handled with paniodu mce during Wldin ad Wndling ddi%wy zed installation to avoid damage. Temporary and parn— bracing for holding tresses in a straight and plumb position ad for resisting lateral forces sball be de:ignd ad installed by others Careful bundling is essential and erection bracing is always required. Normal prmmim ary action for crosser rogoim such temporary bracing during installation between vanes m avoid toppling and dominoing. rw roper ision of erection of truces mall be under the control of Pam experienced in the in,wistion ortrvsss Profusion, advice mall be aongbt If oeeded Co,,ectratthn of ama n enum lads pater than the design lades shall not be aWial m trusses an any time. No bads other than the weigm es ofthe erecteshaft be soohid m b4esn anvil after all fastening and bracing u TC: 2x 4 SP 02 BC: 2x 4 SP 02 WB: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This trues is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 -33 0.24 A 1- 3 3 0.19 2-3-3 0-6-6 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CSC, V- 125mph, H. 15.0 ft, I. 1.00, Exp.Cat. B, Rzt- 1.0 Bld Type- encl L. 20.0 ft W. 3.0 ft Truss in END zone, TCDL- 4.2 psf, BCDL- 6.0 pef Impact Resistant Covering and/or Glazing Req FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2--33/0, BOT CHORD 1-3--2/3, 3-0-0 1 2 ._.....-@ ..Joint Locations ............... 1) 0- 2- 3) 3- 0- 0 2) 3- 0- 0 4) 0- 2- 0 In -Plant Quality Assurance with Cq- 1 ----MA%. REACTIONS PER BEARING LOCATION ---- 1 %-Loc BSet Vert Horiz Uplift Y Type 0- 4- 0 - 1 169 126 -267 B Pin 2-11- 4 1 67 98 -169 T Pin 2-11- 4 1 62 0 -28 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.02/xxx 0.01/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx - -0.01 Long term deflection factor - 1.50 6.00 GL: 2-11- 4 Attach with (2) 67# 1.50" 16d Toe -Nails N 169# 8.00" 62# 1.50" Ak 3-0-0 4 3 0-10- 8 le 3- 0- 0le 3- 0- 0 (R) WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO BR 111 CONTRACTOR. BRACING WARNING: Maronda Systems �ng�nwthisd,> not bracing. �br acing m ng°milrbmdngwhichisapanof the buildmbuilding design and which tuna be considered m ancd by the building designer. Bracing show is for lateral oppon of oess embers Only m reduce buckling length. Provisions must be made hor laera tl bracing an ends and specified loom determined by the building designer. Additional bracing ofthe overall mucmre may be required. (Sec IBB-91 ofTPI).For specific truss bracing regolment& contact building designa.(Tross Mate Institute. TPI is located at 583 4005 MARONDA WAY D'Ouofrio Drive. Madison, Wisconsin 53719). Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE $00050068 367 Madtttfota K aWraatIN FL 32746 2-0-6 Attach with (2) 16d Toe -Nails Over 3 Supports Scale - 0.6429 Eng Job: WO: CHER3 Dwg: TI: Z1 Dsgnr:TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 psf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA TOTAL 43.0 Dsf v4.7.'21-1460: Design: Matrix Analysis rroriie raent a sNc,a..praa Job: CHESAPEAKE K 3 Customer:10# UPLIFT D.L. WO:CHEK3 TI:Z2 Qtyt4 DESIGN INFORMATION TC: 2x 4 SP #2 MULTIPLE LOADS -- This design is the .............. Joint Locations ............... This design is for an individual building component and BC: 2x 4 SP #2 composite result of mailtiple loads. 1) 0- 0- 0 3) 1- 0- 0 has beat band oninformation provided bythe cliese.The WB: 22c 4 SP #2 Right End vertical designed for wind. 2) 1- 0- 0 4) 0- 0- 0 designer disclaims any responsibility for damage as All COMPRESSION Chords are assumed to be In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION----- -11 of fmltyorimm"vct inin"anon. spaiftcafiom continuously braced unless noted otherwise. FORCES (lb) - Max Compression/Max Tension X-Loc BSet Vert Horiz Uplift Y Typb ma°camnectoWhcdmmewaaaegoereymechem and the cturama or accuracy of this information a it Wind analysis based on: Y TOP CHORD 1-2.-10/0, 0- 4- 0 1 129 29 -61 B Pin may retae to aspens: project and accepts an SBCCI-94, V.100 MPH, DOT CHORD 4-3.-5/7, 0-10-12 1 30 0 -64 B H Roll re11 bilityor aemisa as control with regard to I. 1.00, Mean Hgt..15.0 ft, Int zone. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. PROVIDE UPLIFT CONNECTION PER SCHEDULE falancatiaa handling. shipment and installation of tr°ssn and enclosed building. lding. 1- 2 -10 0.01 A 4- 3 7 - - - _' 0.02 - --GLOBAL MAX DEPLECTIONS--------- This true has been designed a an individual building LL TL compoom in accordance with ANSlrrPI 1.2002 and NDSmmbeincorporated asWofthe building design in./Ratio in./Ratio Jnt(s). by. Building Designer(registered achhect a I.Span 0.00/906 0.00/999 2 professional cn$mm). When reviewed for approval by Hori z . 0.00 NA the building designer. the design loadings mown must be DL Deflection L/999 0.00 l ec chocked b agreementagreementbe sure that the data shown■re, in with the local baitelWcodaslocal climatic ramdafar Long term deflection factor 1.50 wind or mow loads. project specifbatiom or special applied loads. Unlas shown true bat ens ben designed fen storage or occupancy bads. The design assvma compression chords (top or boa ) are emti®wdy braced by dnathing onlm othawiu specified Wbm bottom chords in tmsioo are out Polly braced latadly by a properly applied rigid ceiling. they should be breed a a I - 0- 0 maximuspacing of 1v-W o,e. Connector Plan shall be m mmufacbred from 20 gauge but dipped galvanized oral meting ASTM A 653. Grade 40, unless otherwise shown. 1 2 FABRICATION NOTES F6. 00 Prior to fahricatio . the famicatar shall revkw this Attach with (2) aawWtovairy,m„ci,mawingisinmformawith the tmrica uses planf and to aJlieC a continuing 16d Toe -Nails responsibility for inch verification. Any disuepmcia are re be par in wriling before tuning or fabrication. Flea dull rot be installed over krotbola. knots or dunned gain. Me slaw shall be m fen tight fining wood to woad baring. Can.== plea doll be loathed ro both face of 5a6 the tract with mils fully imbedded and mall W rim. shwa the joint odes otherwise shown. A U4 plate is 5' wide x 46 long. A 6ag is 6' wide a So long. Slots (bola) 1-0-6 plate inn parallel to the plate length wecirad. Doable con on 1-3-3 web members shall met at the anomie of the webs unlas 0-6-6 otherwise drown. Camrstor Plate Sim are minimum dzu based ro the insect mown and my need to be mcRaed fur certain handling mdle r cr etion wars. This was is not to be fabricated with ere rasdam traded hwber mlad otherwise mown For ."tio°al information on Quality Control seta lo ANSVrPI 1.2002 Attach with (2) PRECAUTIONARY NOTES All bmi,ngand aes,;ro,aammme,rnn,are: mbe 16d Toe -Nails followed in accordance with *Handling. I —Alms and Bracing-, HIB-91. Trusses as to be handled with particular, care echoing banding and bundling- delnwy and installation to avoid dmsage. Temporary and permanent bracing for bolding trusses in a straight and plumb position and for resisting lateral forces mall be designed and installed by uthera. Careal handling is essential and action bracing es always required. Normal precautionary action for lanes top= such temporary bracurg dnnng iaaallarioo batten crosses m avoid toppling and 129tf 8.00" 30q 2.50" dcn mirs The nap—isi-ofaetim ofuaaa maB be under the central of, aperimced in the installation ottrasa. Professional advice dnall be sought if nmkd. Comzmnrien of construction bads greater than 1-0-0 the design bads shall not be applied to trusses as any time 1 41 No low ohm than the weight of the erma ecmall be 4 3 appliedto tosses .rail afla all fastening andbracing is aampinad 0-10- 8 1-0-0 (RO-11-12) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHRRT. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING NARKING: Maronda Systems &acingrhown'ip=d 'which �roe'c..'daed &w;nd�loe�lBr,eioamdo�r�loaw��aftro< the bat lei rig kdgo and weigh mot be comidand by tee buildy desigoQ. Braising mown is fbr Waal support ortrus Cambers only re nedere hackling length. Provisions mud be made toanchor'am bracing and es andspecmed locations deeermimd by het building designer. Additional bracing of the overall wwtm maybe repind. (Sa RIB-91 orTFq.Fw gmirx ads baring mquirmmL roman baileing desgner.(Taa Pate lm it te. Tea is located a 593 4005 MARONDA WAY DD-f;,u Drive. Madison. Wisconsin 53719) Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 367 htada-on K uNraaota. FL 32746 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 30.0 psf TC Dead 7.0 psf BC Live 0.0 psf BC Dead 10.0 psf Scale = 0.8248 WO: CHEK3 TI: Z2 9/24/2005 Lbr DF: 1.33 Plt DF: 1.33 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Designs Matrix Analysis Prorile Pltnt C:\less-WA\work\ODDS\a.nsAa\t.nsuaraana A �\aa.pxas Job: CHESAPEAKE E 3 Customer:10# UPLIFT D.L. WO:CHER3 TI:23 Qty:3 DESIGN INFORMATION This design is fur an itudividual building compound and bas been based on information prosidd by the than. The desige, disclaims any responsibility for damages as a result of faulty or incorrect infocmation. specifications and/or designs f misbed to the truss designer by the client and the cocatnea or accuracy orthis information as it may relate to a specific project and acccyu ou responsibility or eserciso no conuol with regard In fabrication, handling. shipmew and installation of uussex This mess has been designed as an individual building component in accordance with ANSVIPI 1-2002 and NDS-02 to be incorporated as pm of the building design by ■ Building Designer (reginad architect or professional ang as). Wbw reviewed for appmvd by the building designer, the design loadings flown men be checked to be sore Nat the dau shown are in agreement with the local building coda. local climatic records for wind or mow loads. project specir—tio- or $pecial applied bads. Imam shows truss has out been designed for storage or occupancy bads. The design assumes compression chords (Lop or bottom) are continuously braced by sheathing unless otherwise specified Whore bottom chords in tension are ram fully braced laterally by a property applied rigid ceiling, they should be braced at ■ maxim— spacing or IOVI' o.c. Connector plate shall be mamfacmrd from 20 gauge hot dipped galvanized steel meeting ASTM A 653. Grade 40. unless otherwise show" FABRICATION NOTES Rim to fabrication, the fabricator shall review this dewing to verify that this drawing is in comfbre, - with the fabliceors plans and to realize a continuing responsibility for rocb verification. Any ditaepmcin use to be pat in writing befine cutting or fabrication. Mates shall our be installed ova kouthnla, bras or distorted grain, Members shall be at for tight fining wood to wood basing. Cm,ornor pales shall be baud on both faces of the truss with nails fully imbedded and shall be qm. about 0. joint unless othawise shown. A 5.4 plate is 5' wide x a' Long. A 6xg plate is 6' wide a g' long. Slats (bola) run parallel to the plate length specified. Doable cats on web members shah meet a the cenmoid of the webs unless otherwise show" Comeetor, plate sizes are minimum sins baud on the forces shown and may aced to be bcrrssed for certain hading and/or erectim messes. This truss is nee to be fabricated with fire reutdaot treated lumber unless otherwise shown. For &"Lionn information ou Quality Control refer m ANSVrPI 1.2002 PRECAUTIONARY NOTES All bracing ad cation recommendations are to be followed in accordance with 'Handling. Insulting ad Bracing', RIB-91. Trusses aze to be handled with particular ore during banding ad bundling. ddisery and installation to avid damage. Temporary and permanent bracing for holding crosses in a nnight and plumb position And for resisting lateral force shall be deaigned and th installed by others. Careful handling is essential and erection bracing is aNI)i required. Normal precautionary action run bosses rcgeires ach temporary bracing during installation between mosses to avoid toppling and domiming. The wpe isim of erection of wages shall be under the control of penms experienced in the installation of were. Professional advice shall be sought if nailed. Co., mntion of ennumetto n bads grans than We design bids shall our be applied to trusses at airy time. No bads other than the weight of the crcctora,hall be applied to canes aril a!!c W foaming and bracing is completed. TC: 2x 4 SP #2 BC: 2x 4 SP #2 WE: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 36 0.31 A 1- 3 4 0.26 2- 5-15 0-6-6 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, C4C, V. 125mph, H. 15.0 ft, I. 1.00, Rxp.Cat. B, Ezt. 1.0 Bld Type- part L. 58.0 ft W. 3.3 ft Truss in END zone, TCDL. 4.2 pef, BCDL. 6.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.0/36, BOT CHORD 1-3.-2/4, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.03/xxx 0.02/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx . -0.01 Long term deflection factor . 1.50 3-4-0 1 2 6.00 C/L: 3- 3- 4 75# 1.50" R3.5 195#0" 69# 1.50" 3-4-0 „ 4 3 1-1-9 3-4-0 (RI- 1- 7) EXCEPT AS SHOWN PLATES ARE MiTek MT20 WARNING: READ ALL NOTES ON THIS SHEET. A COPY OF THIS DRAWING TO BE GIVEN TO ERECTING CONTRACTOR. BRACING WARNING, FMaronda Systems Bracing sMwn on this a this drawing is ermioo bracing. mid bracing portal bracing or similar bracing uh�ich is a pan of she building design and which must be considered by the building designer. Bracing shown is for lateral sappon of hen mndbas only to ,enlace hackling length. Rovifiom most be made to anchor lateral bracing at eels andspecifed louatimn determined by the building designer. AddWoml braciog othere overall an annex maybe required. (See EDB-91 of TPI).For specify man bracing regehannds. comae, building chsigoa.(Truss Mau lustimte. TPI is located a 583 4005 MARONDA WAY Domoein Drii. Madison. Wisconsin 53719} Sanford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 . TOMAS PONCE P.E. LICENSE M00SOD68 367 Machine 1L Chutgotsr FL 32766 ..............Joint Locations............... 1) 0- 2- 1 3) 3- 4- 0 ' 2) 3- 4- 0 4) 0- 2- 1 In -Plant Quality Assurance with Cq. 1 ----MAR. REACTIONS PER BEARING LOCATION ---- A %-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 195 141 -329 B Pin 3- 3- 4 1 75 109 -190 T Pin 3- 3- 4 1 69 0 -57 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with (3) 16d Toe -Nails 2-2-6 Attach with (2) 16d Toe -Nails I Over 3 Supports Scale = 0.4960 Eng Job: WO: CHER3 Dwg: TI: 23 Dsgnr:TLY Chk: 9/24/2005 TC Live 16.0 psf Lbr DF: 1.25 TC Dead 7.0 paf Plt DF: 1.25 BC Live 10.0 psf O.C.: 2- 0- 0 TPI-02/FBC-04 BC Dead 10.0 psf Code: FLA gwwhT. d4 n n 1F vd 7 7i _i arOf Design: Matrix Anaiysiu rr . r. 1. Na..---t.a -w..a,. I.-a..a.v+— — Job: CHESAPEAKE R 3 Customer:10# UPLIFT D.L. WO:CHEE3 TI:Z4 Qty:2 1.1 DESIGN INFORMATION This design is for an individual building component and has been band on information provided by the diem. The desigoa disclaims my responsibility for damages a a rmll of faulty or ianrtecl information speclfie.m. adlor designs furnished to the one design- by the client and the correctness or accuracy of this information as it may relate to a specifx project and accepts On resporen ibility ora. no control with regard to fabricaliml, handling shipment and installation of trots.. This um has been designed a an idividual building component in accordance with ANSlfrPI I.2002 and NDS-02 to be incorporated as pan of the building design by a Building Designer (registered whitest or professional eft&_- When reviewed for approval by the building design. the design loading sbow9 most be checked to be am that the data shown am in agreement with the local building codeslocal climatic records for wind or sm. bads. project specifications «special applied loads. Unless mown. wa has not been designed for storage or uccopaucy Inds. The design asmma compression chords (top or boron) arc continuously braced by sheathing unless otherwise specified. Where bottom chords in tension ate ram fully braced laterally by a properly applied rigid cciling they should be braced at a maaimom spacing of 1 V-0' o.c. Coomctor plaza shall be —factored from 20 page but dipped galvaniced steel meeting ASTM A 653. Grade 40. unless otherwise shown. FABRICATION NOTES Prim to fabrication the fabricator shall review this drawing to verify that this drawing is in conformance with the fabricator's plans and to realize a continuing responsibility for such verification. Any discrepancies ate to he pat in writing before caning or Kat o ata shall non be installed over knothole, koots «distorted grain. Members shall be at for tight filling wood to wood bearing. Connector plat. shall be lootd on both fans of the truss with nails fully imbedded and shall be s)m. about the joint unless otherwise shown. A 514 plate is 5' wide a a• lung A 6zk pine is 6' wide a g• long. Slurs (bola) mat parallel to the plate length specified. Double cats on web members shall meet at the «emnold of the webs unless m otherwise own. Camttctor plat sin am minimum sires based on the force shown and may need to be increased for certain handling and/or erection stresses. This truss is not to be fabricated with fire retardant treated lumber unless otherwise shown. For additional information on Quality Control ref - to ANSVTPI 1.2002 PRECAUTIONARY NOTES All bracing and atctiwo recommendations an, to be followed in accordance with 'Handling. Installing and Bracing'. HIS-91. Trusses we to be handled with particular ram during banding and bundling delivery and installation to avoid damage. Temporary and permanent bracing for bolding cusses in a straight and plumb position and for resisting lateral foeces shall be designed and iaulled by others. Camful handling is essential and section bracing is alwa)s required. Normal prt.utiortm). action for trussa raryires such temporary bracing during installation between manses to avoid toppling and domiming. The supervision of erection oftmsses shall be under the control of pc aons aperionced in the iosudialiom of mosses. Professional advice shall be sought if Iradd. Coacanratton of commuclu n bads greater than the design bads shall nor be applied to trusses to amtime. No loads other than the weight of the erectors shall be applied to mosses until after all fastening and bracing is completed. TC: 2x 4 SP 42 BC: 2x 4 SP #2 WB: 2x 4 SP #2 MULTIPLE LOADS -- This design is the composite result of multiple loads. This truss is designed to bear on multiple supports. Interior bearing locations should be marked on truss. Shim or wedge if necessary to achieve full bearing. ..TC. ..FORCE..CSI. Cr ..BC. ..FORCE..CSI. 1- 2 12 0.03 A 1- 3 3 0.02 Analysis based on Simplified Analog Model. All COMPRESSION Chords are assumed to be continuously braced unless noted otherwise. WndLod per ASCE 7-02, CEC, V. 125mph, H. 15.0 ft, I. 1.00,-Exp.Cat. B, Rzt. 1.0 Bld Type. part L. 1.0 ft W. 1.0 ft Truss in END zone, TCDL. 4.2 psf, BCDL. 6.0 psf FORCES (lb) - Max Compression/Max Tension TOP CHORD 1-2.-2/12, BOT CHORD 1-3.-2/3, --------GLOBAL MAX DEFLECTIONS--------- LL TL in./Ratio in./Ratio Jnt(s). I.Span 0.00/xxx 0.00/xxx 3-1 Horiz. 0.00 0.00 NA Max DL Deflection L/xxx . 0.00 Long term deflection factor . 1.50 1�� 1 2 6.00 C/L: 0-11- 4 23# 1.50" SX6 1-3-3 0-6-6 I C5 83# 3.50" 21# 1.50" 1�-1 � 1 4 3 0-10- 8 1-0-0 (RO-I1-12) ..............Joint Locations .......... q 0- 20 3) 1- 0- 0 2) 1- 0- 0 4) 0- 2- 0 In -Plant Quality Assurance with Cq. 1 ----MAX. REACTIONS PER BEARING LOCATION- !'� W X-Loc BSet Vert Horiz Uplift Y Type 0- 1-12 1 83 47 -154 B Pin 0-11- 4 1 23 39 -59 T Pin 0-11- 4 1 21 0 -16 B H Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE Attach with (2) 16d Toe -Nails T 1-0-6 1 Attach with (2) 16d Toe -Nails EXCEPT AS SHOWN PLATES ARE MiTek MT20 F WARNING: READ ALL NOTES ON THIS SHSBT. A COPY OF THIS DRAWING TO BE GIVEN TO ,,,,111 CONTRACTOR. BRACING WARNING: M a ro n d a Systems Bracing shown cmIbis drawing is not crection bracin& wind boring portal bracing « similar bracing which is a pan of the building design and which most be considered by the building design-. Bracing shown is lbr lateral support of unss member only to reduce buckling length. Rovisiow most be made to anchor bteral bracing at ends and specified! localiom determined by tho buiklivg designer. Additional bracing of else merall nrucmm maybe required. (Sa wB-91 of TPI).For specific truss bracing requirements, contact building dcsigm.(Tmss Plate Imlimse. TPI is located in 593 400S MARONDA WAY D'OmEio Drive. Madison. Wisconsin 53719), Sa:aford, FL. 32771 (407) 321-0064 Fax (407) 321-3913 TOMAS PONCE P.E. LICENSE OWSOD68 307 MadaOon FL Uu&wh4 FL t2766 Over 3 Supports Scale =0.6382 Eng Job: Dwg: Dsgnr:TLY Chk: TC Live 16.0 psf TC Dead 7.0 psf BC Live 10.0 psf BC Dead 10.0 psf WO: CHER3 TI: Z4 9/24/2005 Lbr DF: 1.25 Plt DF: 1.25 O.C.: 2- 0- 0 TPI-02/FBC-04 Code: FLA Design: Matrix Analysis rro.alas taco: tress tan.---r,..,a,v w.,., v---.+•• —.-- +